DRAFT Environmental and Social Impact Assessment Report · AMDAL Analisis Mengenai Dampak Lingkungan ADB Asian Development Bank CEMP Construction Environmental Management Plan CEMS

DRAFT Environmental and Social Impact Assessment Report

Project Number: 50182-001 May 2018

INO: Riau Natural Gas Power Project

ESIA Vol.5A_Technical Appendices

Prepared by ESC for the Asian Development Bank The environmental and social impact assessment is a document of the project sponsor. The views expressed herein do not necessarily represent those of ADB’s Board of Directors, Management, or staff, and may be preliminary in nature. Your attention is directed to the “Terms of Use” section of this website. In preparing any country program or strategy, financing any project, or by making any designation of or reference to a particular territory or geographic area in this document, the Asian Development Bank does not intend to make any judgments as to the legal or other status of or any territory or area.

Riau 275 MW Gas Combined Cycle Power Plant IPP -

ESIA

Medco Ratch Power Riau

ESIA Volume 5: Technical Appendices

AM039100-400-GN-RPT-1014 | V2

May 2018

Document Ti tle

Volume 5: Technical Appendices

i

AM039100-400-GN-RPT-1014

Project Name

Project No: AM039100

Document Title: Volume 5: Technical Appendices

Document No.: AM039100-400-GN-RPT-1014

Revision: V2

Date: May 2018

Client Name: Medco Ratch Power Riau

Project Manager: Eamonn Morrissey

Author: Alex Gifford

File Name: \\jacobs.com\NZProjects\AENVW\Projects\AM039100 Riau\Deliverables\ESIA\Volume 5 -

Technical Appendices

Jacobs New Zealand Limited

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PO Box 10-283

Wellington, New Zealand

T +64 4 473 4265

F +64 4 473 3369

www.jacobs.com

© Copyright 2018 Jacobs New Zealand Limited. The concepts and information contained in this document are the property of Jacobs. Use or

copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.

Limitation: This document has been prepared on behalf of, and for the exclusive use of Jacobs� ✁✂✄☎✆✝✞ ✟✆✠ ✄✡ ✡☛☞✌☎✁✝ ✝✍✞ ✟✆d issued in accordance with, the

provisions of the contract between Jacobs and the client. Jacobs accepts no liability or responsibility whatsoever for, or in respect of, any use of, or reliance

upon, this document by any third party.

Document history and status

Revision Date Description By Review Approved

0 29/03/2018 Initial Draft Alex Gifford B Clarke B Clarke

V1 20/04/2018 Final Draft for Issue A Kubale B Clarke B Clarke

V2 18/05/2018 Final Draft for Disclosure A Kubale B Clarke B Clarke


Revision Issue Approved Date Issued Issued to Comments

0 29/03/2018 29/03/2018 Medco Ratch Power Riau Draft for client review

V1 20/04/2018 20/04/2018 Medco Ratch Power Riau Final Draft for Issue

V2 18/05/2018 18/05/2018 Medco Ratch Power Riau Final Draft for Disclosure


ii

AM039100-400-GN-RPT-1014

Contents

1. Introduction ............................................................................................................................................... 1

Appendix A. Scoping Report ............................................................................................................................... 2

Appendix B. Detailed Process Description ........................................................................................................ 3

Appendix C. ESIA Baseline Survey Terms of Reference (Dry) ......................................................................... 4

Appendix D. ESIA Baseline Survey Terms of Reference (Wet) ........................................................................ 5

Appendix E. Technical Report � Air Quality Impact Assessment .................................................................... 6

Appendix F. Technical Report � Noise Impact Assessment ............................................................................ 7

Appendix G. Technical Report � Water Quality and Freshwater Ecology Assessment ................................ 8

Appendix H. OHS and Working Conditions ........................................................................................................ 9

Appendix I. Stakeholder Engagement Plan Including Community Grievance Mechanism ........................ 10

Appendix J. Chance Find Procedure ................................................................................................................ 11


1

AM039100-400-GN-RPT-1014

1. Introduction

ESIA Volume 5 provides Technical Appendices relevant to this ESIA and as referenced within ESIA Volume 1:

Introduction, ESIA Volume 2: EIA, ESIA Volume 3: SIA and ESIA Volume 4: ESMP and Framework ESMS.

Table 1.1 below provides an overview of the Technical Appendices provided in this Volume and indicates which

Volume they are associated with. It should be noted that Appendices may be associated with other more than

one Volume of the ESIA and this will be noted within the respective Volume text.

Table 1.1 : ESIA Technical Appendices

ESIA Volume Technical Appendix Document Title

ESIA Volume 1: Introduction Appendix A Technical Report � Scoping Report

Appendix B Technical Report � Detailed Process Description

Appendix C ESIA Baseline Survey Terms of Reference (Dry)

Appendix D ESIA Baseline Survey Terms of Reference (Wet)

ESIA Volume 2: EIA Appendix E Technical Report � Air Quality Impact Assessment

Appendix F Technical Report � Noise Impact Assessment

Appendix G Technical Report � Water Quality and Freshwater Ecology Assessment

Appendix H Technical Report - Occupational Health and Safety & Working Conditions

ESIA Volume 3: SIA Appendix I Stakeholder Engagement Plan Including Community Grievance Mechanism

Appendix J Chance Find Procedure


2

AM039100-400-GN-RPT-1014

Appendix A. Scoping Report

Riau 275 MW Gas Combine Cycle Power Plant IPP

Project - ESIA


Technical Report � Scoping Report

AM039100-400-GN-RPT-1004 | V3

October 2017

Scoping R eport

Environmental and Social Impact Assessment �

Scoping Report

AM039100-400-GN-RPT-1004 i

Riau 275 MW Gas Combine Cycle Power Plant IPP Project - ESIA

Project no: AM039100

Document title: Environmental and Social Impact Assessment ✁ Scoping Report


Revision: V3

Date: October 2017

Client name: Medco Ratch Power Riau

Project manager: Ardi Hartanto

Author: Pete Gabriel / Anthony Kubale

File name: \\jacobs.com\NZProjects\AENVW\Projects\AM039100 Riau\Deliverables\Scoping Report

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in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.

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provisions of the contract between Jacobs and the client. Jacobs accepts no liability or responsibility whatsoever for, or in respect of, any use of, or reliance

upon, this document by any third party.



V0 24/07/2017 Draft P Gabriel / A

Kubale

B Clarke A Hartanto

V1 04/09/2017 Addressing Client Comments A Kubale B Clarke B Clarke

V2 14/09/2017 Addressing Further Client Comments A Kubale B Clarke B Clarke

V3 12/10/2017 Addressing ADB Comments A Kubale B Clarke B Clarke


Scoping Report

AM039100-400-GN-RPT-1004 ii

Contents

Glossary ................................................................................................................................................................. 4

1. Introduction ................................................................................................................................................ 5

1.1 Background ................................................................................................................................................. 5

1.2 Project Location ........................................................................................................................................... 5

1.3 Purpose ....................................................................................................................................................... 7

1.4 Structure of Report ...................................................................................................................................... 7

2. Project Overview and Progress ............................................................................................................... 8

2.1 Project Description ...................................................................................................................................... 8

2.2 Project Land Requirements ......................................................................................................................... 8

2.3 Initial Site Visit ............................................................................................................................................. 9

2.4 Project Stages ........................................................................................................................................... 11

2.5 Project Timescales .................................................................................................................................... 12

3. Existing Environment.............................................................................................................................. 13

3.1 Introduction ................................................................................................................................................ 13

4. Stakeholder Engagement and Grievance Mechanism ......................................................................... 18

4.1 Progress to Date ........................................................................................................................................ 18

4.2 Ongoing Work ............................................................................................................................................ 18

5. Key Environmental and Social Risks .................................................................................................... 19

5.1 Introduction ................................................................................................................................................ 19

5.2 Summary of Key Environmental and Social Risks .................................................................................... 20

6. Terms of Reference for ESIA .................................................................................................................. 21

6.1 Introduction ................................................................................................................................................ 21

6.2 General Approach to ESIA ........................................................................................................................ 21

6.3 Outline of ESIA .......................................................................................................................................... 22

Appendix A. Environmental and Social Impact Scoping Matrix ..................................................................... 29

Appendix B. Baseline Environmental and Social Data Collection Terms of Reference .............................. 30

Appendix C. Applicable Legislation, Standards and Guidelines .................................................................... 31

Appendix D. ESIA and AMDAL Schedule .......................................................................................................... 36

Appendix E. Water Balance Diagram ................................................................................................................. 37


Scoping Report

AM039100-400-GN-RPT-1004 3

Important note about your report

The sole purpose of this report and the associated services performed by Jacobs New Zealand Limited

(Jacobs) is to provide a Scoping Report which identifies the key issues that need to be addressed in the

preparation of the Environmental and Social Impact Assessment (ESIA) in respect to the Riau IPP Project, in

accordance with the scope of services set out in the contract between Jacobs and the Client. That scope of

services, as described in this report, was developed with the Client.

In preparing this report, Jacobs has relied upon, and presumed accurate, any information (or confirmation of the

absence thereof) provided by the Client and/or from other sources. Except as otherwise stated in the report,

Jacobs has not attempted to verify the accuracy or completeness of any such information. If the information is

subsequently determined to be false, inaccurate or incomplete then it is possible that our observations and

conclusions as expressed in this report may change.

Jacobs derived the data in this report from information sourced from the Client (if any) and/or available in the

public domain at the time or times outlined in this report. The passage of time, manifestation of latent conditions

or impacts of future events may require further examination of the project and subsequent data analysis, and re-

evaluation of the data, findings, observations and conclusions expressed in this report. Jacobs has prepared

this report in accordance with the usual care and thoroughness of the consulting profession, for the sole

purpose described above and by reference to applicable standards, guidelines, procedures and practices at the

date of issue of this report. For the reasons outlined above, however, no other warranty or guarantee, whether

expressed or implied, is made as to the data, observations and findings expressed in this report, to the extent

permitted by law.

This report should be read in full and no excerpts are to be taken as representative of the findings. No

responsibility is accepted by Jacobs for use of any part of this report in any other context.

This report has been prepared on behalf of, and for the exclusive use of, Jacobs✁✂ ✄☎✆✝✞✟✠ ✡✞☛ ✆✂ ✂☞✌✍✝✎✟ ✟✏✠ ✡✞☛

issued in accordance with, the provisions of the contract between Jacobs and the Client. Jacobs accepts no

liability or responsibility whatsoever for, or in respect of, any use of, or reliance upon, this report by any third

party.


Scoping Report

AM039100-400-GN-RPT-1004 4

Glossary

AMDAL Analisis Mengenai Dampak Lingkungan

ADB Asian Development Bank

CEMP Construction Environmental Management Plan

CEMS Continuous Environmental Monitoring Station

CCGT Combined cycle gas turbine

CFPS Coal fired power station

CPI Corrugated plate interceptor

EHS Environmental, Health and Safety

EPFI Equator Principle Financial Institution

ESIA Environmental and Social Impact Assessment

ESMP Environmental and Social Management Plan

ESMS Environmental and Social Management System

GFPP Gas fired power plant

GT Gas turbine

H&SP Health and Safety Plant

ha Hectare

HHV High Heating Value

HP High pressure

HRSG Heat recovery steam generator

IP Intermediate pressure

km Kilometres

m Metres

aMSL Above mean sea level

MRPR Medco Ratch Power Riau

MW Megawatt

NOx Oxides of Nitrogen

OHL Overhead Line

OPGW Optical Ground Wire

PPA Power Purchase Agreement

RoW Right of way

SAP Survey Action Plan

SEP Stakeholder Engagement Plan

ST Steam turbine

T Tonnes


Scoping Report

AM039100-400-GN-RPT-1004 5

1. Introduction

1.1 Background

This Scoping Report supports an Environmental and Social Impact Assessment (ESIA) for the construction and

operation of the Riau 275 MW Combined Cycle Gas Fired Power Plant IPP Project (Riau 275 MW GFPP). The

Project consists of a 275 MW combined cycle power plant and ancillary facilities, a 40 km long 12-inch gas

pipeline, and a switchyard and a 750 m 150 kV transmission line - collectively referred to hereafter as the

✁✂✄☎✆✝✞✟✠✡ ☛☞✝ ✂✄☎✆✝✞✟ ✌✍☎✎✏☎rs being PT Medco Power Indonesia (MEDCO) and Ratchaburi Electricity

Generating Holding PCL (RATCH), have formed PT Medco Ratch Power Riau (MRPR) to build, own and

operate the plant under the terms of the Power Purchase Agreement (PPA) which has been agreed with PT

Perusahaan Listrik Negara (Persero) (✑PLN✒).

1.2 Project Location

The power plant and ancillary features, switchyard and transmission line is located in the Tenayan Industrial

Village (previously known as Sail Village), Tenayan Sub District, Pekanbaru City, Province of Riau.

The power plant is located approximately;

✓ 10km due east of the city of Pekanbaru in central Sumatra, Indonesia;

✓ 5km south of the Siak River; and

✓ 3✔✕ ✏☎✖✟☞ ☎✗ ✂✘✙✠✏ ✝✚✛✏✟✛✎✜ ✢ ✚ ✣✣✤ MW RIAU Coal Fired Power Station (CFPS).

The power plant and switchyard will be located within the 9 ha of privately owned land currently being used as a

palm oil plantation. The site is bounded by palm oil plantations to the west, south and east and Road 45 on the

North.

MRPR also proposes to seek gas supply from TGI Perawang Station located north of the power plant in the

Siak Regency. The gas will be delivered to the power plant by approximately 40 km of pipeline which will be

located within the reserve of existing road.

An outline of the Project area is detailed in Figure 1.1 and an overview of the general area and proposed

connections to services is outlined in Figure 1.2.


Scoping Report

AM039100-400-GN-RPT-1004 6

Figure 1.1: Outline of the Project Area

Figure 1.2: Power Plant General Area and Service Connections


Scoping Report

AM039100-400-GN-RPT-1004 7

1.3 Purpose

This Scoping Report will review existing environmental and social-related studies and information available for

the site development and identify key risks to be considered in the ESIA including identifying information gaps

for baseline environmental and social studies. The ESIA Scoping Study includes the following:

✁ Relevant International and National requirements relevant to the proposed development including:

✁ Asian Development Bank (ADB) Safeguard Policy Statement 20091;

✁ Equator Principles

✁ International Finance Corporation (IFC) Performance Standards;

✁ World Bank Group (WBG) Environmental, Health and Social (EHS) General and Industry Specific

Guidelines and

✁ Indonesian Regulatory Framework.

✁ key risks to be addressed by the ESIA investigations;

✁ information and data gaps to be addressed through the ESIA baseline studies;

✁ extent and level of further survey required;

✁ Environmental and Social Impact Scoping Matrix

✁ a draft Terms of Reference (ToR) for the ESIA baseline studies, including confirming the scale, timing and

number of specialist ESIA surveys to be conducted (Appendix B);

✁ the outcomes of the initial site visit undertaken for the ESIA in June 2017; and

✁ proposed ESIA assessment methods (and comment on if any changes are proposed to the outline

methodology in the SoW).

It should be noted that this Scoping Report has been written with limited information regarding the design of the

Project.

1.4 Structure of Report

This Scoping Report is structured as follows:

✁ Section 2 ✂ Project Overview and Progress

✁ Section 3 ✂ General Approach to ESIA

✁ Section 4 ✂ Existing Environment

✁ Section 5 ✂ Key Environmental and Social Risks

1 ADB Safeguard Policy Statement 2009 accessed in October 2017 at [https://www.adb.org/site/safeguards/policy-statement]


Scoping Report

AM039100-400-GN-RPT-1004 8

2. Project Overview and Progress

2.1 Project Description

The Project comprises a 275 MW combined cycle power plant (CCPP), a 40 km long gas supply pipeline which

will bring fuel to the site, a 150 kV switchyard and 750 m long transmission line to connect the power plant to

the PLN grid. Once constructed, ownership of the switchyard and transmission line will be transferred to PLN.

(The switchyard and transmission line connection are collectively known as the Special Facilities.) At the end of

the 20 year term of the PPA, PLN will take ownership of the power plant and gas supply pipeline.

The power plant will use gas fuel only and is a 2 x 1 combined cycle plant, designed to deliver up to 275 MW

over the 20 year term of the PPA.

Key components of the project will comprise the following:

✁ Power generated by 2 x 1 combined cycle plant, delivering up to 275 MW;

✁ River water intake and outlet;

✁ 2 x 45 m tall, 3.8 m diameter chimneys;

✁ Wet mechanical draft cooling tower;

✁ Earthworks to level and raise the power plant platform from approximately 25m above mean sea level

(MSL) to 28 m;

✁ 500 m access road;

✁ Gas supplied from TGI Gas Station 40 km from the power plant via a 12 inch gas pipeline; and

✁ a 150 kV switchyard at the plant, with a 750 m double-phi connection to intercept the existing Tenayan ✂

Pasir Putih 150 kV transmission line.

The gas pipeline will be mostly trenched and buried within existing road reserve. Horizontal directional drilling

(HDD) will be used to cross the Siak River, with the pipeline anticipated to pass approximately 2 m beneath the

river bed. For other small watercourses and crossing of roads, industry standard methodology determined

during detailed design will be used.

2.1.1 Water Requirements

The water balance diagram detailed in Appendix E provides an overview of water requirements for the Project

including: raw water, treated water and waste water. Raw water is anticipated to be abstracted from the Siak

River and treated water discharged back into the river, estimated daily flow rates are as follows:

✁ Raw Water Abstraction ✂ 368.5 m3 per hour.

✁ Treated Water Discharge ✂ 82.5 m3 per hour.

Following treatment, the combined water discharge from the power plant site is anticipated to have an elevated

temperature of between 3-5°C above background. When it reaches the Siak river via the 3 km buried discharge

pipeline, the discharged water temperature is likely to be much closer to ambient.

2.2 Project Land Requirements

MRPR plan to construct the power plant and switchyard on a 9 ha plot of land owned by up to eight owners and

is currently in procurement process. A✄✄☎✆✝✞✟✠ ✡☎ ☛☞✌✍✟✎✍✆✏ ✑✞✡✒✓✔ ✕✖✍✡✞✍✗ ☛✗✍✟✘ ✡✙☞ land is in a zone allocated

for industrial and warehousing use. There are no dwellings located at the power plant site or along the

transmission line so no physical relocation or resettlement of inhabitants will be necessary.

At the time of writing MRPR is still in the process of identifying proposed lands for acquisition, required in

relation to the gas pipeline route however no physical relocation or resettlement of inhabitants is anticipated as


Scoping Report

AM039100-400-GN-RPT-1004 9

the gas and water pipelines will run along the road reserve or within easements which will be agreed with the

affected landowners.

The total land requirements for the power plant and switchyard (including temporary laydown areas and offices

for the construction workforce) are estimated at approximately 9.1 ha as outlined Table 2.1. Preliminary Site

layout plans are provided in the Appendices.

Table 2.1: Riau 275MW GFPP land requirements

Riau 275MW GFPP power plant land area requirements Approximate Area, ha

Power plant and main plant buildings 1.2

Cooling tower 0.2

Balance of plant area 2.5

Switchyard (150 kV) (part of the Special Facilities to be owned by PLN) 1.5

Total 5.4

During construction, there will be further land requirements for the construction workforce including temporary

laydown areas and offices. The additional area, estimated at a further 3.7 hectares will be within the site area

(total of 9.1 ha).

There will also likely be a need for a temporary jetty to be built on the Siak River, expected to be located close

✁✂ ✄☎✆✝✞ 2 x 110 MW CFPS. This will be used for transportation of materials and equipment during the

construction phase of the power plant.

In addition, the Project will also have land requirements for a water abstraction point at the Siak River, water

supply pipelines to and from the power plant site, the gas supply pipeline, and the 150 kV transmission line, as

outlined in Table 2.2 below.

Table 2.2 : Riau 275MW GFPP Land Requirements

Riau 275MW GFPP power plant ✟ Other

infrastructure land requirements

Approximate dimensions, m x m Approximate Area,

ha

Water abstraction point 20 x 20 0.006

Water supply and discharge pipeline corridor 2 x 3,000 0.6

Gas supply pipeline 2 x 40,000 8

Transmission Line (including 4 towers) 20 x 750 3

Access road 10 x 500 0.32

Total 11.926

2.3 Initial Site Visit

An initial site visit of the Project area was undertaken in June 2017. The Figures outlined below provide an

overview of the project area and the current conditions of the power plant site and along the gas pipeline route.

The initial site visit identified that the majority of the area within and surrounding the power plant is made up of

plantation area and open scrub land. The road network comprises unmade dirt road and tarmac.


Scoping Report

AM039100-400-GN-RPT-1004 10

Figure 2.1 : Road and Surrounding Area Across Power Plant Site Area

Figure 2.2 : South of the Siak River, gas pipeline to be installed on left side of the road

Figure 2.3 : North of Siak River, overlooking gas pipeline crossing point


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AM039100-400-GN-RPT-1004 11

Figure 2.4 : Road entering power plant area

Figure 2.5 : Road along gas pipeline route. Pipeline to be located on right side of the road

Figure 2.6 : Road along gas pipeline route. Pipeline to be located on left side of the road

Figure 2.7 : Perawang TGI Station, fuel supply for Riau power plant

2.4 Project Stages

The Project will span three primary stages, being pre-construction, construction and operation, generally as

follows:

✁ Pre-construction: The pre-construction stage involves project development activities, including selection

of contractors, field surveys and permitting, and land acquisition works.

✁ Construction: The construction stage will involve land preparation (including site clearance, backfilling and

land drainage) followed by construction and commissioning of the power plant, gas pipeline and grid

connection.


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AM039100-400-GN-RPT-1004 12

✁ Operation: The operation stage will involve the full operation of the power plant ✂ first of all over the 20

year term of the PPA and then, as determined by PLN after ownership transfers to PLN.

2.5 Project Timescales

The proposed project timescales for major construction activities are provided in Table 2.3.

Table 2.3: Estimated duration (in months) of activities required for Project construction

Activity Estimated Duration (months)

Site clearance and levelling 6 months

Gas pipeline construction 12 months

Power plant and switchyard engineering, procurement and construction 24 months

Construction of water pipelines (to and from site) 8 months

Transmission line construction 8 months

Commissioning 8 months

Based on current schedule (see Appendix D) the ESIA and Analisis Mengenai Dampak Lingkungan (AMDAL)

will take approximately 10 months. The dates for key for commencement and completion of the ESIA and

AMDAL are outlined below:

ESIA

✁ Scoping ✂ In progress

✁ Baseline Sampling ✂ In progress ✂ 14th November 2017

✁ Draft ESIA and Technical Studies ✂ 2nd November 2017 ✂ 5th January 2018

✁ Framework ESMS and ESMP ✂ 30th November 2017 ✂ 2nd February 2018

✁ ESIA Exhibit / Approval ✂ 8th January ✂ 27th April 2018

AMDAL & UKL-UPL

✁ UKL-UPL (gas pipeline and transmission line) ✂ 11th September ✂ 16th January 2018

✁ KA-ANDAL (power plant) ✂ 4th September ✂ 1st November 2017

✁ AMDAL Sampling ✂ 12th October ✂ 6th December 2017

✁ AMDAL and Technical Studies ✂ 2nd November 2017 ✂ 5th January 2018

✁ ANDAL and RKL-RPL for Power Plant ✂ 30th November 2017 ✂ 2nd April 2018


Scoping Report

AM039100-400-GN-RPT-1004 13

3. Existing Environment

3.1 Introduction

This section provides an overview of the environmental and social conditions at the proposed site of the Project, using existing information sources and key findings from the

initial site visit in June 2017. The findings are listed in Table 3.1 below. A number of information gaps currently exist which will be addressed through the ESIA process.

Table 3.1 : Riau 275MW GFPP Existing Environment

Receptor Baseline

Power Plant and Transmission Line Gas Pipeline

Climate Pekanbaru has a tropical climate. The general site climate conditions are provided below.

✁ Ambient air temperature range ✂ 20 °C-37 °C

✁ Design ambient air temperature ✂ 28 °C

✁ Relative humidity range ✂ 40 %-100 %

✁ Design Relative humidity ✂ 80 %

✁ Average annual rainfall - Approximately 3,000 mm - rainy season between November and April

✁ Maximum rainfall - Approximately [136 mm/h]

✁ Average wind speed - Less than 3 m/s, from the north and south

✁ Site elevation - Approximately 25 m aMSL

Air Quality The proposed power plant is located 10 km east of Pekanbaru City in a rural area with a number of nearby landowners, the nearest from the power plant site being approximately

450 m to the South. A screening level modelling assessment has been undertaken for the proposed CCGT power station using the AERMOD dispersion model. The intent of the

modelling is to predict likely locations of maximum impacts resulting from the discharges in order to select locations for baseline ambient air monitoring of oxides of nitrogen for the

project. Figure 3.1 and 3.2 provides results of the screening level modelling assessment.

The meteorological data set was developed using the prognostic model TAPM (Version 4.0.4), CSIRO, Australia. This model predicts meteorological parameters for the region

based on large-scale synoptic information provided by the Australian Bureau of Meteorology. Meteorological data for the project location was extracted from the model simulation

for use with AERMOD. A windrose of the data is detailed in the Figure 3.3 below.

Discharge parameters for the power station, including contaminant emission rates, were obtained from the Jacobs Riau 275 MW GFPP Project - Process Description (June 2017).

Building downwash effects were not considered under the assumption that the stack heights relative to nearby buildings are such that downwash is not an issue.


Scoping Report

AM039100-400-GN-RPT-1004 14

Receptor Baseline


Figure 3.1 : Maximum Predicted NOX Concentrations (1-hour average, 99.9th percentile)


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AM039100-400-GN-RPT-1004 15

Receptor Baseline


Figure 3.2 : Maximum Predicted NOX Concentrations (24-hour average)


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AM039100-400-GN-RPT-1004 16

Receptor Baseline


Figure 3.3 : Windrose for AERMOD meteorological dataset

Noise The proposed power plant is located 10 km east of Pekanbaru City in a rural area with a number of nearby landowners, the nearest from the power plant site being approximately

450m to the South. At the time of writing there was no data available for the existing environment for noise in the region for the power plant / transmission line and the gas pipeline.

Ambient noise monitoring will be conducted as part of the ESIA baseline data collection process in accordance with the WBG EHS General Guidelines.

WRPLOT View - Lakes Environmental Software

WIND ROSE PLOT:

Windrose for AERMOD Meteorological datsetRiau 2015-2016

COMMENTS: COMPANY NAME:

MODELER:

DATE:

19/07/2017

PROJECT NO.:

NORTH

SOUTH

WEST EAST

4%

8%

12%

16%

20%

WIND SPEED

(m/s)

>= 11.1

8.8 - 11.1

5.7 - 8.8

3.6 - 5.7

2.1 - 3.6

0.5 - 2.1

Calms: 0.00%

TOTAL COUNT:

17520 hrs.

CALM WINDS:

0.00%

DATA PERIOD:

Start Date: 1/01/2010 - 00:00End Date: 31/12/2011 - 23:00

AVG. WIND SPEED:

3.15 m/s

DISPLAY:

Wind SpeedDirection (blowing from)


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AM039100-400-GN-RPT-1004 17

Receptor Baseline


Cultural Heritage There are no sites of cultural significance in the vicinity of the power plant or

transmission line.

The gas pipeline will follow existing road that pass approximately four mosques, one school

and one community graveyard.

Freshwater Quality and

Aquatic Ecology

The Siak River is located an estimated 5k m north of the power plant site and there

is another unnamed creek 500 m south of the site. The Siak River to the north is

estimated to be 150 m wide and is relatively deep given it is used for the barge

transportation of goods for communities and industries.

The gas pipeline route crosses an estimated four minor watercourses and the Siak River.

Landscape and Visual The topography of the region is fairly uniform at the power plant site and along the gas pipeline route.

Soils and Geology The power plant area is situated on minas formation with soils comprising gravel, pebble spreads, sands and clays. The geology on the border of the project area towards the Siak

River is made up of young alluvium formation comprising gravels, sands and clays. The gas pipeline route is predominately situated on minas formation with soils comprising

gravel, pebble spreads, sands and clays.

Terrestrial Ecology There are no protected areas of conservation concern within a 5 km radius of the

project area. The majority of the land surrounding the power plant and transmission

line comprises palm oil plantations and scrub land.

The majority of the land around the proposed gas pipeline route comprises palm oil

plantations and scrub land.

Natural Hazards and

Vulnerability to Climate

Change

At the time of writing there was no data available for the existing environment for natural hazards and vulnerability to climate change in the region for the power plant / transmission

line and the gas pipeline. Ground adjacent to the Siak River is at 10 m aMSL and at the power plant location 20 m aMSL therefore the power plant is not subject to flooding from the

river.

Land Ownership The power plant is privately owned land and by up to eight owners. As the gas pipeline is located within the road reserve the land is likely to be state owned

however this will be confirmed through the ESIA process.

Land Use The power plant Project area is currently being used as a palm oil plantation and is

privately owned.

The majority of the gas pipeline route will be located within the reserve of existing road.

Social Environment The nearest community to the power plant is Rejosari and Sail Sub-District, located

approximately 2 km south-west from the power plant site. There is no direct

route/road from the village to site.

The pipeline route passes through / adjacent to a number of communities. Communities that

have been identified within the Stakeholder Engagement Plan (SEP) as likely to be affected

by the gas pipeline include;

Pinang Sebatang Barat Village (Tualang District), Perawang Barat Villages (Tualang District);

Sail Sub-District (Tenayan Raya District) and Tebing Tinggi Okura Sub-District (Rumbai

Pesisir District).

Ecosystem Services At the time of writing data there was no data available for the existing environment for ecosystems services in the region for the power plant / transmission line and the gas pipeline.

Traffic Existing traffic is limited due to the rural nature of the surrounding land and limited

road connectivity.

Traffic use along the pipeline route is likely to be moderate due to the route running within the

reserve of an existing road network that connects nearby rural communities.


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AM039100-400-GN-RPT-1004 18

4. Stakeholder Engagement and Grievance Mechanism

4.1 Progress to Date

Jacobs have prepared a Stakeholder Engagement Plan (SEP) for the project. The SEP has the following key

objectives:

✁ describes the proposed methods and processes by which local communities, stakeholders and interested

parties will be consulted in relation to the Project;

✁ outlines the means and locations of information disclosure; and

✁ outlines the grievance mechanism by which stakeholders and/or interested parties can raise their concerns

and observations.

4.2 Ongoing Work

As part of the stakeholder process, consultation will be undertaken with members of communities located near

to the proposed development area to gather information on existing socio-economic conditions and community

and cultural values. This will assist in the development of a socio-economic baseline for communities near to

the Project describing key social and economic characteristics, including:

✁ population and demography, such as age and gender, households and families;

✁ existing livelihoods, including crops being grown, number of people involved in farming activities;

✁ existing economic activities undertaken by communities near the project, such as agriculture and palm oil

plantation;

✁ existing land use and tenure arrangements;

✁ local community values and views on such things as visual and amenity values, cultural/ spiritual values,

health, use of existing natural resources; and

✁ community facilities and features, including historic and cultural sites and existing community facilities.

The Project Sponsor✂✄ Senior Manager and/or Community Liaison Officer will both advise the community and

key stakeholders that the surveys are to undertaken ahead of time and participate in their oversight with the

Jacobs representative that will be on site during all community consultation activities.


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AM039100-400-GN-RPT-1004 19

5. Key Environmental and Social Risks

5.1 Introduction

An Environmental and Social Impact Scoping Matrix has been developed by Jacobs, which identifies items and

activities in the construction and operation of the power plant, transmission line and gas pipeline that could have

environmental and social impacts or pose environmental and social risks.

The Environmental and Social Impact Scoping Matrix should be revised following completion of the preparation

of the ESIA to take into account any changes to the proposed development site layout or the design as a result

of additional mitigating measures identified in the assessment of environmental and social impacts and risks.

Any improved level of knowledge on the sensitivity of key elements of the receiving environment based on the

baseline surveys should also be incorporated into the revised Environmental and Social Impact Scoping Matrix.

✁✂✄ ☎✄✆✄☎ ✝✞ ✟✠✡☛☞✡✞✡✌✍☞✌✄✎ ✞✝✏ ✄✍✌✂ ✝✞ ✑✂✄ ✄☞✆✡✏✝☞✒✄☞✑✍☎ ✡✒✓✍✌✑✔ ✡✕✄☞✑✡✞✡✄✕ ✡☞ ✑✂✄ ✖☞✆✡✏✝☞✒✄☞✑✍☎ ✍☞d Social

✠✌✝✓✡☞☛ ✗✍✑✏✡✘ ✙✍✔ ✕✄✑✄✏✒✡☞✄✕ ✚✛ ✜✍✌✝✚✔✎ ✓✄✏✔✝☞☞✄☎ ✄✘✓✄✏✡✄☞✌✄✕ ✡☞ ✄☞✆✡✏✝☞✒✄☞✑✍☎ ✍☞✕ ✔✝✌✡✍☎ ✡✒✓✍✌✑

assessments of industrial developments using a qualitative approach. The following issues were considered for

each discharge or activity (hazard) whe☞ ✕✄✑✄✏✒✡☞✡☞☛ ✑✂✄ ☎✄✆✄☎ ✝✞ ✟✔✡☛☞✡✞✡✌✍☞✌✄✎ of the impact.

Environmental and social concerns:

✢ the scale of the resulting impact;

✢ the severity of the impact;

✢ the frequency of occurrence of the impact;

✢ duration of the impact;

✢ offensiveness of the impact; and

✢ cumulative impact.

Business concerns included:

✢ regulatory/legal exposure;

✢ cost of changing the impact;

✢ difficulty in changing the impact;

✢ effect of damage on other processes and activities; and

✢ effect on public image of the organisation/reputational risk.

The impacts were ranked from low to high significance in terms of their potential for environmental and social

impact using the criteria set out below.

Table 5.1: Impact Significance Criteria

Significance Category Impact Criteria

High ✣ Significant off-site impact;

✣ Occurs on a relatively frequent basis;

✣ Breaches environmental permits, licences or national standards;

✣ Results in public complaint; and

✣ Is expensive to mitigate.


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AM039100-400-GN-RPT-1004 20

Significance Category Impact Criteria

Medium

✁ has off-site effects minor in nature;

✁ could result in public complaint;

✁ at times may slightly exceed legal consents or standards; and

✁ is regarded as not a good practice.

Low ✁ may have an off-site effect;

✁ occurs very infrequently;

✁ is within legal requirements, but could still be improved; and

✁ is cheap/relatively easy to mitigate.

5.2 Summary of Key Environmental and Social Risks

✂✄☎ ✆✝✞✟✠✡☛ ✆☞✌✍✎ ✄✏✆ ✠✍☎✡☞✠✑✠☎✍ ☞✒✞ ✟✞☞☎✡☞✠✏✓✓✎ ✔✕✠☛✄✖ ☎✡✗✠✘✞✡✙☎✡☞✏✓ ✏✡✍ ✆✞✝✠✏✓ ✠✙✟✏✝☞✆ ☞✄✏☞ ✙✏✎ ✞✝✝✌✘ ✚✏✘☎

detailed below in Table 5.2) and these will be assessed in more detail in the ESIA. The ESIA will also consider

environmental and social topics that are of medium and low risk. It should be noted that these potential impacts

are based on limited information available at the time of writing and do not consider mitigation/controls that will

developed through ongoing detailed design and the ESIA process, see Section 6.2.4.1.

Table 5.2: Summary of Key Potential Environment and Social Risks

Environmental/Social Topic Key Impacts

Land Ownership and Land Use Land ownership investigations for the Project are ongoing at the time of writing for the power

plant and along the gas pipeline route

Community Health and Safety Potential adverse impacts to local communities through miss-use / illegal siphoning of gas from

the pipeline. Miss-use / illegal siphoning could lead to uncontrolled releases of gas from the

pipeline that may combust and therefore harm any individuals/settlements within the nearby area.

This is unlikely to occur given the pipeline will be buried for the majority of the route but is a risk

that should be considered further during the ESIA and be factored in to community engagement

and education programs including emergency response planning.


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AM039100-400-GN-RPT-1004 21

6. Terms of Reference for ESIA

6.1 Introduction

This section describes the Terms of Reference (TOR) for the general approach to the ESIA. The baseline

environmental surveys that are required for the ESIA, and are additional to what is required under the AMDAL

process is provided in Appendix B.

6.2 General Approach to ESIA

6.2.1 Introduction

This section provides an overview of the impact assessment methodology applied to the assessment of

potential environmental and social impacts arising from the Project. The impact assessment methodology has

been developed in accordance with good industry practice, and the potential impacts will be identified in the

✁✂✄☎✆✝☎ ✂✞ ☎✟✆ ✠✡✂☛✆✁☎☞✌ ✍✡✆✍ ✂✞ ✎✄✞✏✑✆✄✁✆✒ ✎✄ ✍✁✁✂✡✓✍✄✁✆ ✔✎☎✟ Asian Development Bank (ADB) Safeguards and

IFC Performance Standard 1 (Assessment and Management of Environmental and Social Risks and Impacts).

6.2.2 Scoping

The Project kick-off meeting was held on 4th May 2017 between representatives of Jacobs and MRPR. Jacobs

completed a site visit in June 2017, the results of which will be used in producing a scoping matrix outlining key

environmental and social hazards that have High significance.

6.2.3 Establishment of Baseline Conditions

In general, baseline information will be collected from secondary desk-based studies and literature reviews and

supplemented with primary data identified in the scoping phase and obtained from site surveys and monitoring,

along with consultation with affected communities and correspondence with local stakeholders. For more details

reference should be made to Appendix B ✕ Baseline Environmental and Social Data Collection Terms of

Reference. At this stage only baseline sampling will be undertaken during the dry season as the proposed

power plant site and gas pipeline route is highly modified habitat with low ecological value. If wet season data is

deemed necessary this will be discussed and agreed with MRPR and ADB.

6.2.4 Impact Assessment

The prediction of the scale and significance of environmental impacts will be assessed against the established

baseline conditions. The assessment criteria will be based on international requirements and good practice

involving quantitative analysis and qualitative analysis with professional judgement supported by an impact

ranking system to classify the magnitude and significance of the impacts. All activities for the Project will

assessed in terms of the significance of the impact on the receiving environment, for example, air quality, noise,

ecology, and the significance of the impact of local society, including livelihoods, health, culture and

employment. For more details reference should be made to Table 6.1.

Due to the elevation of the project area in relation to the Siak River and minimal raising of ground level at the

Project area, quantitative flood risk assessments as set out in the proposal are not deemed necessary however

screening of thermal dispersion modelling of water being discharged back into the Siak River will be

undertaken.

6.2.4.1 Mitigation

The impact assessment will consider mitigation that is inherently within the design of the Project in order to

determine the significance of impacts. If the residual impact including the design mitigation is found to be not

acceptable further mitigation measures will then be recommended as necessary to ensure good practices are

implemented and in order to reduce any significant potential impacts to an acceptable level, in accordance with

ADB Safeguards and IFC Performance Standards. The mitigation hierarchy will be used: avoid, minimise,


Scoping Report

AM039100-400-GN-RPT-1004 22

restore or remedy, offset, compensate and mitigation measures will be clearly identified and linked to

environmental and social management plans.

6.2.4.2 Monitoring

Monitoring is not linked to the impact evaluation but is an important component of the ESIA. Monitoring follow-

up actions will be outlined in order to:

✁ Continue the collection of baseline data throughout construction, operation and later decommissioning.

✁ Evaluate the success of mitigation measures, or compliance with project standards or requirements.

✁ Assess whether there are impacts occurring that were not previously predicted.

✁ In some cases, it may be appropriate to involve local communities in monitoring efforts through

participatory monitoring. In all cases, the collection of monitoring data and the dissemination of monitoring

results should be transparent and made available to interested project stakeholders.

6.3 Outline of ESIA

The ESIA is anticipated to following the format and layout outlined in Table 6.1 below.

Table 6.1 : Outline Structure of the ESIA

Non-Technical Summary

Vo

lum

e 1

: In

tro

du

cti

on

Introduction A brief description of the Project, the location and the environmental setting

Policy, Legal and

Administrative Framework

✂ ADB Safeguard Policy Statement (2009), Equator Principles IFC Performance

Standards, WBG General and Industry Specific EHS Guidelines

✂ Indonesian Regulatory Framework

✂ Permits/Licences

Project Description

✂ Overview

✂ Site location

✂ Project land requirements

✂ Project schedule

✂ Description of construction, operation and decommissioning activities

Project Justification and

Assessment of Alternatives

✂ Project justification and site / route selection

✂ ✄☎☎✆☎☎✝✆✞✟☎ ✠✡ ☛☞✟✆✌✞☛✟✍✎✆☎ ✍✞✏☞✑✒✍✞✓ ✟✔✆ ✕✒✠-✞✠✟✔✍✞✓✖ ☎✏✆✞☛✌✍✠

Vo

lum

e 2

: E

nvir

on

men

tal Im

pact

Asse

ssm

en

t

Introduction ✂ Overview

Impact Assessment

Methodology

✂ Baseline Environmental Conditions and Previous Studies

✂ Spatial and Temporary Scope

✂ Impact Assessment Methodology

✂ Impact Identification

✂ Cumulative Impacts

Environmental Impact

Assessment

Environmental baseline for the following topics:

✂ Climate

✂ Air Quality

✂ Greenhouse Gas Emissions

✂ Noise

✂ Natural Hazards

✂ Hydrology

✂ Water Quality and Freshwater Ecology

✂ Landscape and Visual

✂ Terrestrial Ecology


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AM039100-400-GN-RPT-1004 23

✁ Soils, Geology and Groundwater

✁ Hazardous Substances and Waste

✁ Traffic and Access

Each of the topics will contain the following:

✁ Assessment of Impacts

✁ Mitigation and Monitoring measures

✁ Assessment of Residual Impacts

Occupational Health and Safety & Working Conditions

Cumulative Impacts

Summary of Environmental Impacts

Vo

lum

e 3

: S

oc

ial Im

pact

Asse

ssm

en

t

Introduction Overview

Legal and Regulatory

Framework

✁ National and International Requirements

Impact Assessment

Methodology

✁ Data sources

✁ Spatial and Temporary Scope

✁ Impact Assessment Methodology

Social Impact Assessment

Social baseline for the following topics:

✁ Demographic Overview

✁ Ethnicity and Culture

✁ Religion

✁ Gender

✁ Indigenous People

✁ Ecosystem Services

✁ Economic Profile

✁ Educational Profile

✁ Land Use and Tenure

✁ Poverty, Deprivation and Vulnerable Groups

Stakeholder Engagement

Impact Assessment for the following:

✁ Employment

✁ Land Acquisition

✁ Cultural Heritage

✁ Community Health, Safety and Security Impacts

✁ Cumulative Impacts

Mitigation, Enhancement Measures and Residual Impacts

Assessment of Residual Impacts

Vo

lum

e 4

: E

SM

P,

ES

MS

an

d C

om

plian

ce

Asse

ssm

en

t

Environmental and Social

Management Plan (ESMP)

✁ Construction Mitigation and Monitoring

✁ Operation Mitigation and Monitoring

Framework Environmental

and Social Management

System (ESMS)

✁ Structure of Framework ESMS

✁ Alignment with IFC Performance Standards and ADB Safeguard Policy Statement

(2009)

✁ Policies

✁ Roles and Responsibilities

✁ Legal and Other Requirements

✁ Identification of Risks and Impacts

✁ Management Programmes


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AM039100-400-GN-RPT-1004 24

✁ Monitoring and Review

✁ Stakeholder Engagement

✁ Training

✁ Administration

Compliance Assessment ✁ Compliance with ADB Safeguard Policy Statement (2009), Equator Principles and

IFC Performance Standards



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AM039100-400-GN-RPT-1004 25

Table 6.2: ESIA Terms of Reference

Environmental Topic Impact Assessment Methodology

Air Quality and

Greenhouse Gas

Assessment

The ESIA will assess the direct and indirect impacts to air quality from construction and operation including potential dust generation

during construction. The assessment will also include greenhouse gases generated by the development and operation of the power plant.

The assessment will include:

✁ Evaluation of the current ambient air quality of the area based on baseline sampling results (see Section 8 of Appendix B for details

of baseline sampling to be undertaken);

✁ Development of a meteorological data set based on prognostic meteorological data and site specific data from the meteorological

station. The TAPM model will be used to fully develop the meteorological data set if no specific data is available

✁ Development of an emission inventory data files for air contaminant sources; and

✁ Conducting air dispersion modelling with AERMOD air dispersion models as area is flat terrain

✁ Evaluation of the level or significance of impact based on the predicted contours produced by the modelling for contaminants by

comparison against WHO ambient air guidelines.

Noise The ESIA will assess potential noise impacts during construction and operation. The assessment will be carried out using the following

method:

✁ Noise monitoring will take place as set out in Section 9 of Appendix B. The noise data collected will then be used to establish project

noise criteria.

✁ Development of a meteorological data set based on prognostic meteorological data and historic, site specific data from the

meteorological station. If no specific data is available TAPM modelling will be used to fully develop the meteorological data set

✁ Development of a sound level inventory for key noise sources and activities of the development

✁ Development of a noise model, including terrain, buildings and a consideration of meteorological conditions using SOUNDPLAN

✁ Prediction of noise levels during construction and operation of the development

✁ Comparison of results from the modelling against evaluation criteria

✁ Evaluation of the level or significance of impact based on the predicted noise levels produced by the modelling.

Cultural Heritage The ESIA will assess the direct and indirect impacts on cultural heritage assets.

Biodiversity freshwater

aquatic assessment

The ESIA will assess the direct and indirect impacts on aquatic flora and fauna values identified through the baseline investigations


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AM039100-400-GN-RPT-1004 26


(including water quality

and sediment)

outlined in Section 4 of Appendix B. The following will also be carried out during the ESIA:

✁ Determine whether any critical habitats are impacted;

✁ Assess the potential impact on water quality from soil erosion, transfer of sediment or movement of contaminant;

✁ Conduct screening modelling to determine the dilution rate of contaminants discharged into the river.

Hydrological

Assessment

The ESIA will assess the direct and indirect impacts on the hydrological regime using qualitative assessments. The assessment will also

include screening of thermal dispersion modelling of water being discharged back into the Siak River.

Groundwater The ESIA will assess how groundwater will be impacted both during the construction of the Project and operation. Groundwater data

collected through baseline sampling outlined in Section 6 of Appendix B will be used to assess any impacts to groundwater quality and

the groundwater take on local users.

Landscape and Visual The ESIA will assess changes to the visual conditions and values of the study area as a result of development infrastructure.

Soils and Geology The ESIA will assess the potential impacts of soil contamination from the development, including identification of management measures.

The baseline sampling will be desk based utilising geotechnical data collected.

Terrestrial Ecology The ESIA will assess the impacts on the terrestrial flora and fauna values using data collected in the baseline sampling terrestrial ecology

fieldwork surveys outlined in Section 5 of Appendix B.

The ESIA will compare the proposed footprint of works and associated infrastructure, the duration and nature of construction activities

and the lifecycle of the Project and identify the potential impacts on the sensitive characteristics of the habitats and species identified in

the baseline study of the surrounding area. Sensitive characteristics include representativeness, intactness, rareness, cohesiveness and

other valuable aspects of the habitats (if any), and the rareness or pest status of the species present. The scale of the impact

assessment will be determined by the sensitivity of the habitats and species identified in the baseline assessment.

The ESIA will determine the scale of impact based on the loss or reduction of habitat, changes to the numbers of species present,

changes in community dynamics and the changes to populations of individual species. Impacts may be positive or negative.

Natural Hazards and

Vulnerability to Climate

Change

The ESIA will undertake a natural hazards assessment will be undertaken which will examine and assess the exposure of the site to

natural hazards such as extreme rainfall and drought.

The natural hazards assessment will use existing and publically available data within the region in order to define the natural hazards

affecting the site under present-day and future climate conditions in order to develop design strategies to appropriately manage the

associated risks.

Hazardous Substances

and Waste

The ESIA will aim to assess the potential impacts associated with the use of hazardous materia✂✄ ☎✆✝ ✄✞✟✄✠☎✆✡☛✄ ☞✌✍ ✠✎☛ ✝☛✏☛✂✌✑✒☛✆✠✓✄

lifecycle. The ESIA will also assess impacts of waste generated by the development and waste management measures to be


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AM039100-400-GN-RPT-1004 27


implemented.

The ESIA will utilise data currently held on other similar developments to assist in the preparation of a list of potentially hazardous

substances used for different phases of the development.

Land Ownership and

Land Use

The ESIA will assess changes to and impacts on the use of land (i.e. agricultural uses, community uses) by the development. It will also

assess changes to land access arrangements for local people. Data will be collected through consultation which will be undertaken by the

social impact assessment team.

Population, Social

Environment and

Health, Economy

The ESIA will complete an assessment of social impacts on communities near to the development. Matters to be assessed as part of the

social impact assessment would be confirmed following the socio and economic surveys outlined in Section 10 of Appendix B.

Strategies to avoid, manage or mitigate potential impacts of the development on the existing socio-economic environment and maximise

the identified benefits of the development would also be identified.

Traffic The traffic assessment will be based on traffic survey data collected during baseline investigations of key routes construction vehicles will

use to access the site. The ESIA will review the baseline data and assess the impacts associated with the transport of people, materials

and equipment to the Project area during construction and operation. The ESIA will also assess any river navigation impacts through

construction of temporary jetty and increased river traffic.

Working Conditions

and Occupational

Health and Safety

The assessment will require review of health and safety procedures that are anticipated to be developed by the EPC (Engineering,

✁✂✄☎✆✂✝✞✝✟✠ ✡✟☛ ☞✄✟✌✠✂✆☎✠✍✄✟✎ ☞✄✟✠✂✡☎✠✄✂✏ ✑✒✝✂✝ ✓✍✔✔ ✡✔✌✄ ✕✝ ✂✝✖✍✝✓ ✄✗ ✘✄✔✍☎✍✝✌ ✂✝✔✡✠✍✟✙ ✠✄ ✚✆✞✡✟ ✛✝✌✄✆✂☎✝✌ ✡✟☛ ✜✄✂✢✝✂✣✌ ✛✍✙✒ts. The

ESIA will assess the adequacy of the proposed controls to prevent major accident scenarios and the level of risk posed on the

surrounding development. The proposed health and safety management system will be summarised and the ESIA will outline mitigation,

management, and monitoring actions to be included in the ESMP.


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AM039100-400-GN-RPT-1004 28

6.3.1 Mitigation Measures and Recommendations

Additional mitigation measures to those already included in the design and construction methodology will be

recommended to reduce residual impacts to acceptable levels, for example, air quality, ecology or land

acquisition. These additional mitigation measures and those included in the design and construction

methodology will be summarised and used to develop various management and monitoring procedures (i.e.

Environmental and Social Management Plan (ESMP) and Environmental and Social Management System

(ESMS)). For clarity, the purpose of each of these key documents is as follows:

✁ an ESIA identifies and assesses risks and the impacts associated with the Project;

✁ an ESMP sets out the mitigation and monitoring required to manage the impacts; and

✁ an ESMS sets out how the mitigation monitoring will be implemented, checked and reviewed.


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AM039100-400-GN-RPT-1004 29

Appendix A. Environmental and Social Impact Scoping Matrix

Riau 275MW Combined Cycle Gas Fired Power Plant - Environmental and Social Impact Scoping Matrix

Social Impacts Approval

Plant Items and Operations

Fre

sh

Wa

ter

Qu

ality

Fre

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& v

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Cu

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Ch

an

ge

Ty

ph

oo

n

AM

DA

L

ES

IA

Stage 1 Preconstruction Phase

Land aquistion for Power Plant L L L L M

Land Acquisition for Gas Pipeline H H

Design information M M

Stage 2 Construction of Power Plant & Gas

Pipeline

Transportation of fill to site M M M M M M

Earthworks to increase base height to 28m above

MSLL L M L L M M L L L L L L L M M

Access roads L L L L L L L

Transportation of heavy equipment to site via

temporary jettyL L L L L

Transport of people and materials to site on daily

basisL L M L L L

Construction of Power Plant L L L M M M M M L L L M

Construction of gas pipeline L L L M M M M M M

Crossing of watercourses by the gas pipeline L L L L L

Construction Camp incuding waste and wastewater

disposalL L M L M

Construction of Transmission lines M L M L L L L

Stage 3. Operation of Power Plant and gas

pipeline

Discharge of emissions through exhaust and fans

(primary air, ID, FD etc)M

Cooling water system (Closed circuit) M

Extraction of water from freshwater environment M M L M

Sewage treatment system L M L

Discharge of treated wastewater and stormwater to

freshwater environmentM M M

miss-use / illegal siphoning of gas from the pipeline. H

Solid waste disposal L L

Cumulative impacts with existing Riau IPPs (noise,

air)M M L L L M

Natural


Scoping Report

AM039100-400-GN-RPT-1004 30

Appendix B. Baseline Environmental and Social Data Collection Terms of Reference

Memorandum

Level 6, 30 Flinders Street

Adelaide SA 5000 Australia

T +61 8 8113 5400

F +61 8 8113 5440

www.jacobs.com

Subject Baseline Environmental Data

Collection Terms of Reference

(TOR)

Project Name Riau 275 MW GFPP Project (Medco

Ratch Power Riau)

Attention NBC, Medco Ratch Power Riau Project No. AM039100

From PT Jacobs Indonesia

Date 05.07.17

1. Introduction

This Baseline Environmental Data Collection Terms of Reference (TOR) has been developed

by PT Jacobs Group Indonesia (PT JGI) to collect sufficient baseline data to quantify the

receiving environmental and social baseline status for both the power plant site (including 700m

of transmission line) and gas supply pipeline route for the Riau 250 MW CCGT Power Plant

Project for the ESIA, and is in addition to the baseline sampling required under Indonesian

legislation for the power plant AMDAL and the UKL/UPLs for the gas pipeline and transmission

line . The project consists of a 275 MW combined cycle power plant and ancillary facilities, a

40 km long 12-inch gas pipeline, and a switchyard and 150 kV transmission line (750m) -

�✁✂✂✄�☎✆✝✄✂✞ ✟✄✠✄✟✟✄✡ ☎✁ ☛✄✟✄☞✠☎✄✟ ☞✌ ☎☛✄ ✍✎✟✁✏✄�☎✑✒

This TOR should be read in conjunction with the Riau Environmental and Social Impact

Assessment (ESIA) ✓ Scoping Report (to be completed), which provides details on the known

existing environmental and social site conditions and explains the approach taken to ESIA.

2. Summary Project Description

The Project will be located approximately 10 km due east of Pekanbaru City, approximately 5

km south of the Siak River. The power plant and switchyard will be comfortably accommodated

inside the 9 ha of land being procured by the Sponsors. The power plant is a 2 x 1 combined

cycle plant, designed to deliver up to 275MW over the 20 year term of the PPA. It will burn gas

fuel only. Key components of the project will comprise the following:

✔ Power generated by 2 x 1 combined cycle plant, delivering up to 275 MW;

✔ River water intake and outlet;

✔ Air emissions will be released to the atmosphere via 2 x 45 m tall, 3.8 m diameter

chimneys;

✔ Wet mechanical draft cooling tower;

✔ Earthworks to level and raise the power plant platform to approximately 28m above mean

sea level;

✔ Gas will be supplied from TGI Gas Station 40 km from the power plant via a 12 inch

diameter pipeline; and

✔ a 150kV switchyard at the plant, with a 750 m double-phi connection to intercept the

Tenayan ✓ Pasir Putih 150 kV transmission line (TL).

Memorandum

Baseline Environmental Data


(TOR)

2.1 Power Plant and Transmission Line

The power plant site is located to the east of Pekanbaru City, in Sail Sub District. The site

bounded by palm oil plantation to the west, south and east and Road 45 on the North. The

Project Sponsors proposes to construct a 750m long 150kV transmission line to tie in to

Tenayan � Pasir Putih 150kV existing transmission line. Four transmission towers will be

erected between the power plant and the existing transmission line. The proposed power plant

and transmission line sites are shown in Appendix A.

2.2 Gas Pipeline Route

The gas supply line is approximately 46 km long from the PGN Gas Terminal Port at Perawang

(Future Line of KP 457 � SV 1401.1 of the Grissik Duri Pipeline � coordinate: 47N 791885

E81526 (UTM Format)) to the gas receiving facility located within the Riau CCGT Power Plant

at Tenayan district, Pekanbaru City, Riau Province. The proposed pipeline route is shown in

Appendix C.

3. Baseline Sampling

3.1 Introduction

This TOR sets out the baseline survey environmental data that is required to be collected by

NBC (✁✂✄✂☎✆✝✂✄ ✄✂✆✂✄✄✂✞ ✝✟ ☎✠ ✡the subconsultant☛). It describes:

☞ The type of data to be collected by the baseline sampling surveys;

☞ The sampling locations, number of samples, sampling methodology to be followed and

frequency of sampling;

☞ Analysis methods for ecological samples collected;

☞ Parameters that samples should be analysed for (water, sediment, soil and groundwater

samples); and

☞ Reporting formats for the data collected.

3.2 Requirements of the Subconsultant

The baseline sampling as set out in this ToR will be conducted for the Environmental and

Social Impact Assessment (ESIA) for the overall Project adhering to international Asian

Development Bank (ADB) International Safeguards and is in additon to the baseline sampling

conducted in accordance with Indonesian environmental regulations for the the power plant

AMDAL and UKL/UPLs for the transmission line and gas pipeline. The ESIA baseline sampling

will be conducted prior to the sampling required for the AMDAL and UKL/UPL.

The subconsultant is required to report on the progress of the baseline data collection surveys

to PT JGI. The subconsultant shall provide informal fortnightly progress reporting (email) to PT

JGI and monthly face to face meeting✠ ✌✍✝✁ ✎✏ ✑✒✓☛✠ ✎✄✟✔✂✕✝ ✖☎✗☎✘✂✄ ✞✙✄✍✗✘ ✝✁✂ ✚☎✠✂✛✍✗✂ ✞☎✝☎

collection phase. The progress meetings between the subconsultant and PT JGI during this

phase will confirm progress in the data collection, discuss outcomes of consultation undertaken

and identify any issues in the collection of the baseline data, thus avoiding schedule/scope

creep. For all surveys the raw data that underpins the statistical analysis undertaken as part of

the survey should be provided.

Any issues encountered by the subconsultant that prevent the subconsultant undertaking the

baseline survey by the method specified in this TOR or where data is not available or cannot be

obtained must be advised to PT JGI as soon as the issue comes to the notice of the

Memorandum



(TOR)

subconsultant. PT JGI will then in discussions with the subconsultant and the Project Sponsors

determine whether the data is required or an alternative survey method or modification to the

proposed survey can be used.

The subconsultant will provide PT JGI with sampling and monitoring methodologies prior to

�✁✂✄☎✆✝✞✟✁✠ ✆✡✄ ☛✝☞✄✌✟✁✄ ✂✝✆✝ ✍✎✌✌✄✍✆✟✎✁ ✏✎☎ ☎✄✑✟✄✒ ✆✎ ✄✁☞�☎✄ ✓✔✕✖☞ ✂✝✆✝ ☎✄✗�✟☎✄✘✄✁✆☞ ✏✎☎ ✆✡✄

ESIA will be met.

A maximum of three months has been allowed in the ESIA preparation schedule for the

undertaking of baseline studies, as the baseline surveys need to be completed before end of

September 2017. At this stage we have only aloowed for dry season sampling and based on

the findings limited wet season sampling may be required. The TOR may be changed based on

environmental and social data currently being collected by the Project Sponsors, which will be

made available to PT JGI for this Project.

4. Freshwater Aquatic Survey, including Water Quality

The subconsultant shall conduct a baseline survey to characterise regional freshwater

communities and ecology of the Siak River and other water courses in the vicinity of the Project

power plant, TL and gas pipeline route that includes:

✙ Fish;

✙ Macroinvertebrates;

✙ Algae and macrophytes;

✙ Aquatic habitats; and

✙ Water quality.

Water quality, and ecological (macroinvertebrate and net fishing) sampling of the above water

courses is required at locations shown in Appendix B and Appendix D.

4.1 Water Quality Samples

4.1.1 Methodology

Water samples should be collected from the Siak River, an unnamed creek to the south of the

proposed power plant site and from four watercourses along the gas pipeline route. Samples

will be collected under dry season flow conditions at minimum two sampling locations (one

upstream and one downstream). The proposed water quality sample locations are shown in

Appendix B (power plant / TL) and Appendix D (gas pipeline route).

Samples will be collected and stored in accordance with the requirements specified in

Government Regulation No. 82 Year 2001 regarding Water Quality Management and Pollution

Control Class II (as minimum, unless otherwise regulated by local government regulation) and

ISO 5667.6:2004 Water quality ✚ Sampling Part: 6 Guidance on sampling of rivers and streams

or its equivalent. The sampling will be conducted to determine the physical, chemical and

biological parameters of the rivers prior to the power plant development. The parameters that

the samples are to be analysed for are set in Table 4.1 below.

For metals the samples jars will be acid preserved. One set of metal samples will be for total

metal and the water sample will be placed in the sample container without filtration. Another

sample will be collected for soluble metals and the sample will be filtered to remove suspended

solids in the field prior to it being placed in the container containing acid preservative.

Laboratory analysis of water samples should be carried out in accordance with APHA method.

Memorandum



(TOR)

Organic parameters must be collected in glass jars and that only the first set of samples from

each sampling location needs to be analysed for the organic parameters being organochlorine

pesticides, Dioxins, Furans, other toxics such as PAH (Polycyclic Aromatic Hydrocarbons), and

Polychlorinated Biphenyls (PCB). This would be for the first set of samples collected.

Table 4.1: Analysis Parameters for Water Samples

Parameter Siak River Unnamed Creek

Connecting power Plant

to Siak River

Spot sampling on

watercourses crossed by

proposed gas pipeline

pH ✞ ✞ ✞

Total Suspended Solids ✞ ✞ ✞

BOD ✞ ✞ ✞

COD ✞ ✞ ✞

Oil and Grease ✞ ✞ ✞

Arsenic ✞ ✞ ✞

Boron ✞ ✞ ✞

Cadmium ✞ ✞ ✞

Chromium Hexavalent ✞ ✞ ✞

Total ✞ ✞ ✞

Copper ✞ ✞ ✞

Iron ✞ ✞ ✞

Lead ✞ ✞ ✞

Mercury ✞ ✞ ✞

Manganese ✞ ✞ ✞

Nickel ✞ ✞ ✞

Zinc ✞ ✞ ✞

Soluble Heavy Metals (filtered)

as per bulleted list above

✞ ✞ ✞

Ammonia ✞ ✞ ✞

Fluoride ✞ ✞ ✞

Total nitrogen ✞ ✞ ✞

Nitrate ✞ ✞ ✞

Nitrite ✞ ✞ ✞

Phosphorus ✞ ✞ ✞

Memorandum



(TOR)

Parameter Siak River Unnamed Creek

Connecting power Plant

to Siak River

Spot sampling on

watercourses crossed by

proposed gas pipeline

Total Coliform Bacteria ✞ ✞ ✞

Organochlorine pesticides ✞ � �

Dioxins, Furans, other toxics

such as PAH

(Polyaromatic Hydrocarbons)

✞ � �

Polychlorinated Biphenyls (PCB) ✞ � �

Temperature ✞ ✞ ✞

Conductivity ✞ ✞ ✞

Turbidity (NTU) ✞ ✞ ✞

4.1.2 Sampling Frequency and Field Data

As a minimum, water samples should be collected from the identified sampling locations on at

least two occasions during the dry season and on one occasion during the wet season (to be

confirmed at the end of dry season sampling). Measurements of pH, temperature, dissolved

oxygen and conductivity should be recorded in the field at the time the samples are collected.

The date and time that the samples were collected and the weather conditions at the time of

sampling and for the previous 24 hours should also be noted.

The flow rate of the river at each of the sampling point should be estimated at each sample

location. At each sampling point the cross section of the river should be determined along with

the velocity of the river at that point. Velocity can be determined by use of flow measuring

device or by timing a device floating in the main current of the river between two points marked

on the opposite bank. Cross sectional areas will need to be determined, depth and width of the

river at the sampling points. Cross sections may be available from the survey of the rivers,

which is to be conducted either as part of the baseline data collection by the subconsultant or

by the power plant designers. If not they will need to be measured as part of the water

sampling programme.

4.2 Freshwater Ecological Sampling

4.2.1 Macro-invertebrate Sampling

Macro-invertebrate sampling will be conducted at one location (unnamed creek near the power

plant) and at one location on Siak River, as identified in Section 4.1 and shown in Appendix B.

Sediment samples will collected at this location by grab or box corer methods. A total of three

samples will collected at this point following a transect across the rivers. The sediment samples

will be composited and a sample taken and sent to the laboratory to determine the chemical

contaminants present in the sediments.

The benthic fauna will be treated in a standard manner - sieved through 1 mm mesh size,

identified to species level and enumerated, weighed and subjected to ABC analyses.

Abundance, species diversity and distribution frequency will be determined for each sampling

location. The sampling should not be carried out within two weeks of a storm event as this has

the potential to flush organisms out of their ecosystems and thereby potentially reducing the

number of organisms present.

Memorandum



(TOR)

The sampling should be conducted by a recognised laboratory or university with the facilities to

store and count the species. Sampling should be conducted following the guidance provided in

the ANZECC Water Quality Guidelines for Fresh and Marine Waters, 2000.

A report will be provided setting out the sampling methodology followed, sample locations, raw

data and the analysis of abundance and diversity.

4.2.2 Net Fishing

If appropriate, net fishing will be conducted at the upstream and downstream sampling

locations identified for both the Siak River and other watercourses to determine the abundance

and diversity of fish species in the rivers prior to the power plant development. Any protected

species identified in the survey will need to be clearly identified so that the impact of effluent

discharged to rivers from the power plant development can be assessed. The sampling should

be conducted by a recognised laboratory or university with experience in conducting similar

surveys.

4.3 Reporting

Reports on the baseline data collected by these studies will be prepared by the subconsultant

and submitted to PT JGI within one month of the data collection being undertaken.

5. Terrestrial Ecology

The baseline survey will assist in determining the baseline for terrestrial ecosystems and the

representative flora and fauna in each of the habitats at the power plant/TL site and the gas

pipeline route. As a minimum, flora and fauna samples should be collected from a number of

identified sampling locations along the gas pipeline route on at least one occasion during the

dry season only. Due to the area being predominantly palm oil plantation and therefore low in

biodiversity, it is considered that dry season sampling is only required for terrestrial ecology.

Date and time that the samples were collected and the weather conditions at the time of

sampling and for the previous 24 hours should be noted.

5.1.1 Site Survey Preparation � All Sites

The task includes review of background information on the locality, field work to survey habitats

and species, and reporting of methodologies, results and conclusions. A literature review shall

be conducted before carrying out field surveys. This will also include screening of international

databases to identify international recognised key biodiversity risks such as designated or

protected areas and threatened species. Specific tasks include:

1) Describing and mapping the various terrestrial habitats on the sites. This is to include the

fish ponds if any.

2) Within each habitat, use internationally accepted, standard sampling techniques to identify:

✁ Habitat type (wetland / agriculture / forest; intact / degraded / modified; man-made;

significance of biodiversity ✂ local, national, international). Include information on

hydrology, soils or other habitat characteristics that are relevant.

✁ Species - including introduced, indigenous, noxious pest or weed, economic value,

significance ✂ local, national, international. The significance of species shall be noted

in the report.

✁ Note the ecological uses of the site for significant faunal species (i.e. feeding, nesting,

migrating)

Memorandum



(TOR)

3) Sampling techniques shall be adequate to provide a detailed list of species, abundance,

and habitats condition using primarily visual and aural methods. Trapping, handling,

specimen collection of species is not expected as part of this study (except for the fish

survey, as discussed above).

4) Type of survey will include:

a) Vegetation / flora;

b) Avifauna (birds);

c) Herpetofauna (amphibians and reptiles);

d) Mammals

5.1.2 Survey methodologies

Vegetation / flora

A preliminary land-use/habitat classification of the study area shall be prepared in GIS by

interpretation of satellite imaginary and/or aerial photography. This information shall be used to

stratify the vegetation and habitat types for further detailed survey. Stratification is necessary to

ensure that the full range of potential habitats and vegetation types are systematically

sampled. Stratification shall consider land-use, elevation and vegetation type (shrub, cleared

agriculture / plantation / off-stream wetlands).

Power Plant / TL

Habitat classification maps will be ground-truthed through a combination of walked transects

through habitat-types to provide further detailed information on vegetation boundaries, floristic

diversity and the possible presence of rare and threatened plants.

Walked transect surveys shall aim to record all plant species within the vicinity of the Project.

There will be 3-4 transects for the power plant / TL site. Particular attention shall be paid to the

dominant, rare, endemic, threatened, protected, invasive species, and the species that are of

importance to local communities. Locations of rare or threatened plant species shall be

identified using a GPS and data on the size and distribution of the population shall be recorded.

The following general data shall be along each route:

� location using handheld GPS to record coordinates;

� photographs showing habitat structure and any notable plant species;

� habitat types and structure.

Additional habitat conditions data shall be recorded per transect, including the level of

modification or disturbance of habitat found per transect and this shall be assessed according

to the following grading:

� relatively stable or undisturbed communities (e.g. old growth, unlogged forest);

� late successional or lightly disturbance communities (e.g. old growth mangrove swamp that

was selectively logged in recent years);

� mid-successional or moderately to heavily disturbed communities (e.g. young to mature

secondary forest); and

� early successional or severely disturbed communities.

Memorandum



(TOR)

Gas Pipeline Route

The gas pipeline route will be driven with all habitats recorded in detail on route. In areas of

notable floristic diversity, the site will be assessed in more detail with 100m transects running

perpendicular to the road. Notable species will be recorded as above for the power plant / TL

site.

Avifauna

Power Plant / TL

�✁✂ ✄☎✆✝✂✞ ✄✁✟✠✠ ✡☛☞☎✄ ☛✌ ✄✟✍✎✠✏✌✑ ✒✏✆✓ ✄✎✂☞✏✂✄✔ ✆✏☞✁✌✂✄✄ ✟✌✓ ✟✒☎✌✓✟✌☞✂ ✠☛☞✟✕✂✓ ✖ithin the

range of different habitat strata present. Line transects surveys will be used with a point count

method. There will be 3-4 for the power plant / TL site.

Transect surveys and point count surveys involving a 20 minute time-based survey and each

transect/point to record all birds seen or heard within a 50 m radius of the census point. Bird

surveys shall be conducted within four hours of sunrise to sample peak activity time and

surveys shall avoid adverse weather (e.g. high wind or rain). Geographic coordinates shall be

recorded at each survey point

Observations on birds shall be done primarily through visual observation and call identification.

Nests and important food source/trees for any protected and rare species shall be recorded

and captured with GPS. Where possible, surveys will also cover the foreshore area for

seabirds.

Gas Pipeline Route


notable potential for avifauna, the site will be assessed in more detail with 100m transects

running perpendicular to the road, on the same side as that the pipeline will run. Notable

species will be recorded as above for the power plant / TL site.

Herpetofauna

Power Plant / TL

The type and number of reptile and amphibian species shall be recorded during the walked

transect surveys. Areas of high concentrations of individuals shall be captured with GPS. Study

area and observations of significance shall be photographed.

Gas Pipeline Route


notable potential for herpetofauna, the site will be assessed in more detail with 100m transects



Mammals

Power Plant / TL

The type and number of mammal species shall be recorded during the walked transect surveys.

Visual identification of animals, refuges, scat or other signs is expected. It is not deemed

necessary to use camera traps in this study.

Memorandum



(TOR)

Gas Pipeline Route


notable potential for mammals, the site will be assessed in more detail with 100m transects



5.1.3 Reporting

Reports delivered by subconsultants shall include the follows:

� Background context, from desk top study.

� Sampling methodology including limitations to methodology (weather, season, timeframe,

sampling biases, etc.). Cite references for standard sampling methodologies.

� Results, including species lists and abundance (including indigenous and introduced),

observations of refuges / nests etc., significant habitats or species (rare, threatened,

noxious etc.), ecosystem uses for key species (nesting, migrating, foraging etc.).

� Conclusions on the significant issues or factors that should be addressed in the

environmental impact assessment study, including recommendations for further study work

if required.

6. Groundwater Resources (Power Plant Only)

6.1 Collect and Review Background Information

Background information needs to be obtained by the subconsultant on the existing groundwater

use and hydrogeological characteristics of the power plant site. Data required to be obtained as

part of this assessment includes:

� Determine the location, depth and groundwater levels (both static and pumping levels if

available) of existing groundwater /bores and wells within two kilometres of the site.

� Obtain available geological and construction information for bores/wells within two

kilometres of the power plant site. Bore construction data may include information on bore

casing, well screens, and pump installation, such as depth, diameter, material types,

screen slot sizes, and pump specifications.

� Determine the locations of existing groundwater users in nearby villages.

� Advise PT JGI what data is available and whether it is sufficient to prepare hydrogeological

maps.

� Prepare hydrogeological maps if there is sufficient data available that show the locations of

existing boreholes in relation to the proposed power station and ash disposal site. These

maps should clearly identify existing groundwater supply bores, surface geology,

groundwater catchment boundary, and hydrogeological features (e.g. springs).

� Determine seasonal fluctuation of the groundwater levels from either existing monitoring

data, or undertake regular water level monitoring of accessible bores.

� Arrange and undertake a water sampling programme of three bores/wells within one

kilometre of the proposed site to determine baseline water quality of the groundwater

system surrounding the project site. Selection of appropriate sampling sites will be

undertaken in discussions with PT JGI based on the results of the above review and will

target wells which have information on geology, bore construction and yield. It will likely

include a borehole drilled on the project site, assuming that this has accessible piezometer

installation. A total of three water samples are to be collected once the well volume has

Memorandum



(TOR)

sufficiently purged such that field parameters (pH, total dissolved solids, temperature)

have stabilised. The samples are to be analysed for the same parameters as set out in Table 4.1, excluding dioxins.

6.2 Reporting

The subconsultant shall provide the base datasets identified above to PT JGI in appropriate

electronic format to enable data manipulation and integration. These data will be used by PT

JGI to develop a preliminary conceptual understanding of the hydrogeology of the area

surrounding the site. The results of this work will be used to refine the scope and specific

requirements for additional investigations and ongoing base data collection to be undertaken.

7. Contaminated Land (Power Plant Only)

Surface soil samples to a depth of 300m are to be collect at the power plant area and analysed

for pesticides being organochlorine, organophosphorous and organo nitrous. A total of 10 soil

samples on a grid based system shall be collected and analysed.

8. Air Quality

8.1 Ambient Air Quality

The construction activities for both the power plant/TL and the have the potential to adversely

impact on the ambient air quality therefore baseline monitoring should be undertaken by the

subconsultant at a selection of potentially sensitive sites that could be affected by the

construction activities.

The monitoring sites must be located in suitable areas that comply with the guidelines set out in

Australian Standard AS 2922 Ambient Air � Guide for the Siting of Sampling Units 1987. The

purpose of AS 2922 is to ensure that the location of the sampling site is such that the collected

data is representative of that location. The standard has a number of guidelines to facilitate the

site location conformity. The guidelines also outline sites to avoid including those that:

✁ Restrict airflows in the vicinity of the sampling inlet.

✁ May alter pollutant concentrations by adsorption or absorption.

✁ Chemical interference with the pollutant being measured may occur.

✁ Physical interference may produce atypical results.

Consideration is also given to vandalism, adequate access, services and local activities when

selecting a site. In addition, for the data to be applicable to human health the sampling inlet

should be located near the breathing zone, i.e. around 1 to 2 m above ground level.

Figure 7.1 of AS 2922 documentation and shows the generalised layout and guidelines for a

typical sampling site. It is noted that security is an issue in respect to the sampling equipment

and local schools, mosques or other relatively secure sites should be used. Discussions should

be entered with village chiefs to fine secure sites.

Memorandum



(TOR)

Figure 7.1: Generalised Ground Level Sampling Site

At this initial stage it is proposed that the following monitoring is conducted at the two sites:

� PM10/Total suspended particulate using high volume sampler or low volume method.

� Nitrogen dioxide by either active sampling or by passive diffusion tubes

8.1.1 PM10/PM2.5Total Suspended Particulate

PM10 and PM2.5 will be collected at each of the monitoring sites following Method IO-2.1

Sampling of Ambient Air for PM10 and PM2.5 Using High Volume (HV) Sampler. Ambient air is

drawn at a known flow rate through a prepared filter via a PM10 and a PM2.5 inlet, which

effectively acts as a hood to prevent precipitation and debris from falling onto the filter. . The

sample volume is calculated from the average flow rate and sample duration. The material

collected on the filter is determined gravimetrically. Sampling duration is for a 24-hour period.

Sampling would be carried out twice a month for a minimum of three months at each of the

monitoring sites.

Subconsultant is to advise which method will be followed and when sampling can commence.

8.1.2 Passive Sampling

Table 7-1 lists the gaseous pollutants to be measured using integrated passive samplers. It

also lists a brief description of the reaction occurring in each passive sampler, the analytical

method used to measure the reacted product, the sensitivity required, and references for the

method discussed. Weather shields have been installed at all sites to protect the passive

sampler units.

Table 7.1: Passive Sampling Methods

Pollutant Reaction & Analysis Detection

Limit

NO2 Nitrogen (NO2) is chemiadsorbed onto TEA as nitrite. Nitrite is quantified by visible

spectrophotometry. Sampling is selective for gaseous molecules. Any airborne nitrite

will not cross the diffusive membrane.

± 2 ppb for 14

day mean

Memorandum



(TOR)

The radiello passive samplers will be exposed for 14 day periods for the three months prior to

site works commencing at each of the four monitoring sites. For AMDAL requirements the

monitoring will be for one 24 hour period per month.

9. Noise

9.1 Methodology

Construction and operational activities have the potential to adversely impact on the noise

environment therefore baseline monitoring should be undertaken by the subconsultant at a

selection of noise sensitive sites affected by the activities. These locations must be situated

away from existing noise sources such as roads or industry and be representative of the

ambient noise environment. Samples will be collected in accordance with the requirements

specified in the WBG EHS General ..

Long-term measured background noise levels over a minimum period of 48 hours of good

weather should be undertaken to provide information on the background noise environment in

the absence of industrial or extraneous noise sources. The subconsultant in their Baseline

Noise Report should comment on any current activities near the pipeline sites that may cause a

background level of noise and ground vibration (e.g. other industry, railway, major roads, etc.).

The daily variation of background noise levels recorded every 15 minutes at nearby noise

sensitive sites should be recorded and reported as mean daily noise levels in the Baseline

Noise Report with particular regard to the different periods of the day and night. The survey

conditions, meteorology, location and results for each location for the baseline monitoring

should also be recorded and included in the Baseline Noise Report. Noise measurements were

performed by integrating sound level meter which have facilities LTMS, namely Leq recorded

every 5 seconds for 60 minutes measurement. Measurements were taken during the 24-hour

activity (LSM). Each measurement should be able to represent a certain time interval with a set

of at least four time measurements during the day and three at night time measurements, such

as the following example:

� L1 measured at 07:00 to 08:00 to represent at 06:00 to 9:00



� L4 measured at 20:00 to 21:00 to represent at 17:00. to 22:00

� L5 measured from 23.00 to 24.00 for representing 22.00 to 24.00

� L6 measured at 1:00 to 2:00 for representing 24.00 - 3:00


Where possible, sufficient noise data should be collected to account for variations in seasonal

and meteorological conditions. This will provide a baseline for comparison of predicted noise

levels as well as information to be used in later studies.

9.2 Sampling locations ✁ Power Plant

The noise sample locations should represent all potentially affected receivers. This will typically

be residential properties and excludes unoccupied buildings and should be continuous over at

least four days. It should also cover seasonal variations (however as the location is equatorial,

this may not be relevant). The sites for noise monitoring are as following (also shown in

Appendix B):

1) Rural property to the north (affected by existing PS noise)

Memorandum



(TOR)

2) Rural property to the south (unaffected by existing PS noise)

3) Outskirts of Penkanbaru to the west

4) Outskirts of Penkanbaru to the south

9.3 Sampling locations � Gas Pipeline Route

Noise monitoring along the gas pipeline should be representative of the main noise

environments along the route. This monitoring can be a single 15 minute period at each

location, however if night works are proposed, monitoring should also be done at night. The

sites for noise monitoring are as following (also shown in Appendix D):

1) Outskirts of Penkanbaru close to the proposed pipeline route

2) Rural environment

3) River crossing

4) Outskirts of Jln Koperasi

5) Close to main road (Ji Raya Minas Perawang)

9.4 Reporting

A short Baseline Noise Report will be prepared setting out the above data and provided to PT

JGI along with the raw noise monitoring data to enable a noise impact assessment to be

prepared. The subconsultant will provide technical details (specification) of the proposed sound

level meter to be used, so that PT. JGI can check that it will produce the data required.

10. Social and Economic

10.1 General

The subconsultant will collect data on the current farming activities in the vicinity of the power

plant site, TL and gas pipeline route. This includes:

✁ A breakdown of the crops being grown, number of hectares covered and the annual

tonnages harvested and the number of local people who farm or are supported by these

fields.

✁ Demographic data on the number of people involved in the farming activities, where they

reside, and age profile.

The subconsultant is required to collect information on:

✁ Historical settlement of the area and traditional activities;

✁ Known archaeological sites within two kilometre radius of the gas supply pipeline;

✁ Traditional and present-day social and tribal structures in the proposed sites;

✁ Identify and describe of sites of cultural and heritage importance within two kilometre

radius of the power plant site, TL and gas pipeline route;

✁ Determine the values(importance) placed on these sites in terms of local, regional and

national significance;

✁ Identify and record existing activities of cultural and heritage value within two kilometre

radius of the power plant site, TL and gas pipeline route;

✁ Identify potential effects of the proposed power plant site, TL and gas pipeline route on the

cultural and heritage sites and values;

Memorandum



(TOR)

� The views of the key local, regional and national groups, as relevant on the heritage and

cultural sites near the site; and

� Provide a report that sets out the methodology used to collect the baseline data and the

data collect in respect to cultural activities and heritage sites in the surrounding area.

10.2 Public Health

The subconsultant is required to collect information on:

� Historical information of public health in the vicinity of the power plant site, TL and gas

pipeline route, to include:

� Identify and describe of type of public disease on the area;

� Determine the values (dominance) of the disease on the area;

� Identify public health facilities to include availability of health worker on the area;

� Identify potential effects of the proposed transmission line on community public health;

and

� Provide a report that sets out the methodology used to collect the baseline data and the

data collect in respect to public health in the surrounding area.

Appendix 1 Proposed Location of Power Plant and Transmission Line

16

Appendix 2 Proposed Sampling Locations � Power Plant

17

Appendix 3 Proposed Location of Gas Pipeline Route

18

Appendix 4 Proposed Sampling Locations � Gas Pipeline


Scoping Report

AM039100-400-GN-RPT-1004 31

Appendix C. Applicable Legislation, Standards and Guidelines

This section is to set out the requirements that apply to stakeholder engagement for the Project. These are driven by:

✁ Asian Development Bank (ADB) Safeguard Policy Statement (2009) (Section C.1)

✁ ✂✄☎✆✝☎✞✟✠✡ ☛✆☞ ✞✄✌✝✠☞✍✄✠✡ ✡✞✠✝☎✎☎✠☞ ✏✑ ✒✓✠ ✔✕✍☛✒✌✄ ✂✄☎✆✝☎✞✟✠✡✖ ✗✓☎✝✓ ☎✆✒✠✘✄☛✒✠ ✒✓✠ ✙✚✛✜✡ ✢✌✝☎☛✟ ☛✆☞

Environmental Policy and Performance Standards (Section C.2)

✁ IFC Performance Standards (Section C.3)

✁ World Bank General and Industry Specific Environmental, Health and Safety Guidelines (Section C.4)

✁ The Indonesian Regulatory Framework (Section C.5)

C.1 ADB Safeguard Policy Statement (2009)

The ADB Safeguard Policy Statement covers safeguard policies on the following:

✁ Environmental - To ensure the environmental soundness and sustainability of projects and to support the integration of environmental considerations into the project decision-making process.

✁ Involuntary Resettlement - To avoid involuntary resettlement wherever possible; to minimize involuntary resettlement by exploring project and design alternatives; to enhance, or at least restore, the livelihoods of all displaced persons in real terms relative to pre-project levels; and to improve the standards of living of the displaced poor and other vulnerable groups.

✁ Indigenous Peoples Safeguards - To design and implement projects in a way that fosters full respect for ✙✆☞☎✘✠✆✌✍✡ ✂✠✌✞✟✠✡✜ ☎☞✠✆✒☎✒✑✖ ☞☎✘✆☎✒✑✖ ✓✍✣☛✆ ✄☎✘✓✒✡✖ ✟☎✤✠✟☎✓✌✌☞ ✡✑✡✒✠✣✡✖ ☛✆☞ ✝✍✟✒✍✄☛✟ ✍✆☎✕✍✠✆✠✡✡ ☛✡ ☞✠✎☎✆✠☞

by the Indigenous Peoples themselves so that they (i) receive culturally appropriate social and economic benefits, (ii) do not suffer adverse impacts as a result of projects, and (iii) can participate actively in projects that affect them.

ADB Safeguard Requirements

All three ADB Safeguards require the following in relation to the ESIA:

✁ Information disclosure ✥ i.e. displaying the ESIA or IEE on the Project Sponsor/ADB website.

✁ Consultation and participation - The Project Sponsor will carry out meaningful consultation with affected people and other concerned stakeholders, including civil society, and facilitate their informed participation.

✁ Grievance redress mechanism - borrower/client will establish a mechanism to receive and facilitate ✄✠✡✌✟✍✒☎✌✆ ✌✎ ☛✎✎✠✝✒✠☞ ✞✠✌✞✟✠✡✜ ✝✌✆✝✠✄✆✡✖ ✝✌✣✞✟☛☎✆✒✡✖ ☛✆☞ ✘✄☎✠✤☛✆✝✠✡ ☛✏✌✍✒ ✒✓✠ ✞✄✌✦✠✝✒✜✡ ✠✆✤☎✄✌✆✣✠✆✒☛✟

performance.

C.2 Equator Principles

The Equator Principles are guidelines for financial institutions on managing environmental and social risk in project financing. The key points of the Principles for the purposes of this Project are presented below. The Principles apply to new project financing globally where the total project capital cost exceeds US$10m, and to project finance advisory activities.

Equator Principle Financial Institutions (EPFI) will only provide loans to projects that conform to Principles 1 to 9 as outlined below.

Principle 1 (Review and Categorisation)

✧★✩✪✫ ✬ ✭✮✯✰✪✱✲ ✳✴ ✭✮✯✭✯✴✪✵ ✶✯✮ ✶✳✫✬✫✱✳✫✷✸ ✲✩✪ ✹✺✻✼ ✽✳✾✾✸ ✬✴ ✭✬✮✲ ✯✶ ✳✲✴ ✳✫✲✪✮✫✬✾ ✴✯✱✳✬✾ ✬✫✵ ✪✫✿✳✮✯✫❀✪✫✲✬✾

review and due diligence, categorise it based on the magnitude of its potential environmental and social


Scoping Report

AM039100-400-GN-RPT-1004 32

risks and impacts. Such screening is based on the environmental and social categorisation process of the

✁✂✄☎✆✂✝✄✞✟✂✝✠ ✡✞✂✝✂☛☎ ☞✟✆✌✟✆✝✄✞✟✂ ✍✁✡☞✎✏ ✍✑✒✓✞✔✞✄ ✁✎✕

Principle 2 (Social and Environmental Assessment)

✖✡✟✆ ✝✠✠ ☞✝✄☎✗✟✆✘ ✙ ✝✂✚ ☞✝✄☎✗✟✆✘ ✛ ✜✆✟✢☎☛✄✣✤ ✄✓☎ ✑✜✡✁ ✥✞✠✠ ✆☎✦✧✞✆☎ ✄✓☎ ☛✠✞☎✂✄ ✄✟ ☛✟✂✚✧☛✄ ✝✂ ✙✣✣☎✣✣★☎✂✄

✌✆✟☛☎✣✣ ✄✟ ✝✚✚✆☎✣✣✤ ✄✟ ✄✓☎ ✑✜✡✁✩✣ ✣✝✄✞✣✪✝☛✄✞✟✂✤ ✄✓☎ ✆☎✠☎✫✝✂✄ ☎✂✫✞✆✟✂★☎✂✄✝✠ ✝✂✚ ✣✟☛✞✝✠ ✆✞✣✬✣ ✝✂✚ ✞★✌✝☛✄✣ ✟✪

the proposed Project (which may include the illustrative list of issues found in Exhibit II). The Assessment

Documentation should propose measures to minimise, mitigate, and offset adverse impacts in a manner

relevant and appropriate to the nature and scale of the proposed P✆✟✢☎☛✄✏✕

Principle 3 (Applicable Social and Environmental Standards)

✖For projects located in non-designated countries, the assessment process evaluates compliance with the

then applicable IFC Performance Standards on Environmental and Social Sustainability (Performance

Standards) and the World Bank Group Environmental, Health and Safety Guidelines (EHS Guidelines)

(Exhibit III).

The Assessment process should, in the first instance, address compliance with relevant host country laws,

regulations and permits ✄✓✝✄ ✌☎✆✄✝✞✂ ✄✟ ✣✟☛✞✝✠ ✝✂✚ ☎✂✫✞✆✟✂★☎✂✄✝✠ ✞✣✣✧☎✣✏✕

Principle 4 (Environmental and Social Management System and Equator Principles Action Plan)

✖✡✟✆ ✝✠✠ ☞✝✄☎✗✟✆✘ ✙ ✝✂✚ ☞✝✄☎✗✟✆✘ ✛ ✜✆✟✢☎☛✄✣✤ ✄✓☎ ✑✜✡✁ ✥✞✠✠ ✆☎✦✧✞✆☎ ✄✓☎ ☛✠✞☎✂✄ ✄✟ ✚☎✫☎✠✟✌ ✟✆ ★✝✞✂✄✝✞✂ ✝✂

Environmental and Social Management System (ESMS).

Further, an Environmental and Social Management Plan (ESMP) will be prepared by the client to address

issues raised in the Assessment process and incorporate actions required to comply with the applicable

standards✏ ✭✓☎✆☎ ✄✓☎ ✝✌✌✠✞☛✝✔✠☎ ✣✄✝✂✚✝✆✚✣ ✝✆☎ ✂✟✄ ★☎✄ ✄✟ ✄✓☎ ✑✜✡✁✩✣ ✣✝✄✞✣✪✝☛✄✞✟✂✤ ✄✓☎ ☛✠✞☎✂✄ ✝✂✚ ✄✓☎ ✑✜✡✁

will agree an Equator Principles Action Plan (AP). The Equator Principles AP is intended to outline gaps

and commitments to meet EPFI requirements in line with ✄✓☎ ✝✌✌✠✞☛✝✔✠☎ ✣✄✝✂✚✝✆✚✣✏✕

Principle 5 (Consultation and Disclosure)

✖✡✟✆ ✝✠✠ ☞✝✄☎✗✟✆✘ ✙ ✝✂✚ ☞✝✄☎✗✟✆✘ ✛ ✜✆✟✢☎☛✄✣✤ ✄✓☎ ✑✜✡✁ ✥✞✠✠ ✆☎✦✧✞✆☎ ✄✓☎ ☛✠✞☎✂✄ ✄✟ ✚☎★✟✂✣✄✆✝✄☎ ☎✪✪☎☛✄✞✫☎

Stakeholder Engagement as an ongoing process in a structured and culturally appropriate manner with

Affected Communities and, where relevant, Other Stakeholders. For Projects with potentially significant

adverse impacts on Affected Communities, the client will conduct an Informed Consultation and

Participation process. The client will tailor its consultation process to: the risks and impacts of the Project;

✄✓☎ ✜✆✟✢☎☛✄✩✣ ✌✓✝✣☎ ✟✪ ✚☎✫☎✠✟✌★☎✂✄✮ ✄✓☎ ✠✝✂✗✧✝✗☎ ✌✆☎✪☎✆☎✂☛☎✣ ✟✪ ✄✓☎ ✙✪✪☎☛✄☎✚ ☞✟★★✧✂✞✄✞☎✣✮ ✄✓☎✞✆ ✚☎☛✞✣✞✟✂-

making processes; and the needs of disadvantaged and vulnerable groups. This process should be free

from external manipulation, interference, coercion and intimidation.

✯✟ ✪✝☛✞✠✞✄✝✄☎ ✰✄✝✬☎✓✟✠✚☎✆ ✑✂✗✝✗☎★☎✂✄✤ ✄✓☎ ☛✠✞☎✂✄ ✥✞✠✠✤ ☛✟★★☎✂✣✧✆✝✄☎ ✄✟ ✄✓☎ ✜✆✟✢☎☛✄✩✣ ✆✞✣✬✣ ✝✂✚ ✞★✌✝☛✄✣✤

make the appropriate Assessment Documentation readily available to the Affected Communities, and

where relevant Other Stakeholders, in the local language and in a culturally appropriate manner.

The client will take account of, and document, the results of the Stakeholder Engagement process,

including any actions agreed resulting from such process. For Projects with environmental or social risks

and adverse impacts, disclosure should occur early in the Assessment process, in any event before the

Project construction commences, and on an ongoing basis.

EPFIs recognise that indigenous peoples may represent vulnerable segments of project-affected

communities. Projects affecting indigenous peoples will be subject to a process of Informed Consultation

and Participation, and will need to comply with the rights and protections for indigenous peoples contained

in relevant national law, including those laws implementing host country obligations under international law.

Consistent with the special circumstances described in IFC Performance Standard 7 (when relevant as


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AM039100-400-GN-RPT-1004 33

defined in Principle 3), Projects with adverse impacts on indigenous people will require their Free, Prior and

✁✂✄☎✆✝✞✟ ✠☎✂✡✞✂☛ ☞✌✍✁✠✎✏✑

Principle 6 (Grievance Mechanism)

✒✌☎✆ ✓✔✔ ✠✓☛✞✕☎✆✖ ✗ ✓✂✟✘ ✓✡ ✓✙✙✆☎✙✆✚✓☛✞✘ ✠✓☛✞✕☎✆✖ ✛ ✍✆☎✜✞✢☛✡✘ ☛✣✞ ✤✍✌✁ ✥✚✔✔ ✆✞✦✧✚✆✞ ☛✣✞ ✢✔✚✞✂☛✘ as part of the

ESMS, to establish a grievance mechanism designed to receive and facilitate resolution of concerns and

✕✆✚✞★✓✂✢✞✡ ✓✩☎✧☛ ☛✣✞ ✍✆☎✜✞✢☛✪✡ ✞✂★✚✆☎✂✝✞✂☛✓✔ ✓✂✟ ✡☎✢✚✓✔ ✙✞✆✄☎✆✝✓✂✢✞✏

The grievance mechanism is required to be scaled to the risks and impacts of the Project and have

Affected Communities as its primary user. It will seek to resolve concerns promptly, using an

understandable and transparent consultative process that is culturally appropriate, readily accessible, at no

cost, and without retribution to the party that originated the issue or concern. The mechanism should not

impede access to judicial or administrative remedies. The client will inform the Affected Communities about

the mechanism in the course of the Stakeholder Engagement proces✡✏ ✒

Principle 7 (Independent Review)

✒✌☎✆ ✓✔✔ ✠✓☛✞✕☎✆✖ ✗ ✓✂✟✘ ✓✡ ✓✙✙✆☎✙✆✚✓☛✞✘ ✠✓☛✞✕☎✆✖ ✛ ✍✆☎✜✞✢☛✡✘ ✓✂ ✁✂✟✞✙✞✂✟✞✂☛ ✤✂★✚✆☎✂✝✞✂☛✓✔ ✓✂✟ ✫☎✢✚✓✔

Consultant, not directly associated with the client, will carry out an Independent Review of the Assessment

Documentation including the ESMPs, the ESMS, and the Stakeholder Engagement process documentation

✚✂ ☎✆✟✞✆ ☛☎ ✓✡✡✚✡☛ ☛✣✞ ✤✍✌✁✬✡ ✟✧✞ ✟✚✔✚✕✞✂✢✞✘ ✓✂✟ ✓✡✡✞✡✡ ✤✦✧✓☛☎✆ ✍✆✚✂✢✚✙✔✞✡ ✢☎✝✙✔✚✓✂✢✞✏✑

Principle 8 (Covenant)

✒✌☎✆ ✓✔✔ ✍✆☎✜✞✢☛✡✘ ☛✣✞ ✢✔✚✞✂☛ ✥✚✔✔ ✢☎★✞✂✓✂☛ ✚✂ ☛✣✞ ✄inancing documentation to comply with all relevant host

country environmental and social laws, regulations and permits in all material respects.

Furthermore for all Category A and Category B Projects, the client will covenant the financial

documentation:

a) to comply with the ESMPs and Equator Principles AP (where applicable) during the construction and

operation of the Project in all material respects; and

b) to provide periodic reports in a format agreed with the EPFI (with the frequency of these reports

proportionate to the severity of impacts, or as required by law, but not less than annually), prepared by

in-house staff or third party experts, that

i) document compliance with the ESMPs and Equator Principles AP (where applicable), and

ii) provide representation of compliance with relevant local, state and host country environmental and

social laws, regulations and permits; and

c) to decommission the facilities, where applicable and appropriate, in accordance with an agreed

decommissioning plan.

Where a client is not in compliance with its environmental and social covenants, the EPFI will work with the

client on remedial actions to bring the Project back into compliance to the extent feasible. If the client fails

to re-establish compliance within an agreed grace period, the EPFI reserves the right to exercise remedies,

✓✡ ✢☎✂✡✚✟✞✆✞✟ ✓✙✙✆☎✙✆✚✓☛✞✏✑

Principle 9 (Independent Monitoring and Reporting)

✒✭☎ ✓✡✡✞✡✡ ✍✆☎✜✞✢☛ ✢☎✝✙✔✚✓✂✢✞ ✥✚☛✣ ☛✣✞ ✤✦✧✓☛☎✆ ✍✆✚✂✢✚✙✔✞✡ ✓✂✟ ✞✂✡✧✆✞ ☎✂✕☎✚✂✕ ✝☎✂✚☛☎✆✚✂✕ ✓✂✟ ✆✞✙☎✆☛✚✂✕

after Financial Close and over the life of the loan, the EPFI will, for all Category A and, as appropriate,

Category B Projects, require the appointment of an Independent Environmental and Social Consultant, or

require that the client retain qualified and experienced external experts to verify its monitoring information

✥✣✚✢✣ ✥☎✧✔✟ ✩✞ ✡✣✓✆✞✟ ✥✚☛✣ ☛✣✞ ✤✍✌✁✏✑


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AM039100-400-GN-RPT-1004 34

Principle 10 (EPFI Reporting)

✁✂✄☎ ✆✝✝ ✞✆✟✠✡✄☎☛ ☞ ✆✌✍✎ ✆✏ ✆✑✑☎✄✑☎✒✆✟✠✎ ✞✆✟✠✡✄☎☛ ✓ ✔☎✄✕✠✖✟✏✗

✘ The client will ensure that, at a minimum, a summary of the ESIA is accessible and available online.

✘ The client will publicly report GHG emission levels (combined Scope 1 and Scope 2 Emissions) during

the operational phase for Projects emitting over 100,000 tonnes of CO2 equivalent annually. Refer to

Annex A for detailed requirements on GHG emissions reporting.

The EPFI will report publicly, at least annually, on transactions that have reached Financial Close and on

✒✟✏ ✙✚✛✆✟✄☎ ✔☎✒✌✖✒✑✝✠✏ ✒✜✑✝✠✜✠✌✟✆✟✒✄✌ ✑☎✄✖✠✏✏✠✏ ✆✌✍ ✠✢✑✠☎✒✠✌✖✠✎ ✟✆✣✒✌✡ ✒✌✟✄ ✆✖✖✄✛✌✟ ✆✑✑☎✄✑☎✒✆✟✠✤✥

C.3 IFC Performance Standards

The International Finance Corporation (IFC) Performance Standards on Environmental and Social ✦✧★✩✪✫✬✪✭✫✮✫✩✯✰ ✪★ ✱✲ ✳✪✬✧✪✴✯ ✵✶✷✵✰ ✸✹✲✫✬✹ ✩✺✹ ✻✮✫✹✬✩✼★ ✴✱✮✹★ ✪✬✸ ✴✹★✽✱✬★✫✭✫✮✫✩✫✹★ ✲✱✴ ✾✪✬✪✿✫✬✿ ✩✺✹✫✴ ✽✴✱❀✹✻✩★ ✪✬✸

the requirements for receiving and retaining IFC support. They are also relevant to other institutions applying the Equator Principles when making project financing decisions.

❁✺✹ ❂✹✴✲✱✴✾✪✬✻✹ ✦✩✪✬✸✪✴✸★ ✴✹✽✴✹★✹✬✩ ✩✺✹ ❃✽✱✮✫✻✯ ✲✴✪✾✹❄✱✴❅❆ ✲✱✴ ✩✺✹ ❇✦❈❉ ✪✬✸ ★✧★✩✪✫✬✪✭✮✹ ★✱✻✫✪✮ ✪✬✸

environmental management for the Project, whereas the IFC EHS Guidelines provide guidance on general and industry good practice as well as recommended numerical limits for emissions to the atmosphere, noise, liquid and solid wastes, hazardous wastes, health and safety, and other aspects of development projects.

Performance Standard 1, Assessment and Management of Environmental and Social Risks and Impacts, establishes the importance of:

✘ integrated assessment to identify the social and environmental impacts, risks, and opportunities of projects;

✘ effective community engagement through disclosure of project-related information and consultation with local communities on matters that directly affect them; and

✘ t✺✹ ✻✮✫✹✬✩✼★ ✾✪✬✪✿✹✾✹✬✩ ✱✲ ★✱✻✫✪✮ ✪✬✸ ✹✬❊✫✴✱✬✾✹✬✩✪✮ ✽✹✴✲✱✴✾✪✬✻✹ ✩✺✴✱✧✿✺✱ut the life of the project.

Performance Standards 2 through 8, listed below, establish requirements to avoid, reduce, mitigate or compensate for impacts on people and the environment, and to improve conditions where appropriate.

✘ Performance Standard 2: Labor and Working Conditions;

✘ Performance Standard 3: Resource Efficiency and Pollution Prevention;

✘ Performance Standard 4: Community Health, Safety, and Security

✘ Performance Standard 5: Land Acquisition and Involuntary Resettlement;

✘ Performance Standard 6: Biodiversity Conservation and Sustainable Management of Living Natural Resources;

✘ Performance Standard 7: Indigenous Peoples; and

✘ Performance Standard 8: Cultural Heritage.

While all relevant social and environmental risks and potential impacts should be considered as part of the assessment, Performance Standards 2 through 8 describe potential social and environmental impacts that require particular attention in emerging markets. Where social or environmental impacts are anticipated, the client is required to manage them through its Social and Environmental Management System consistent with Performance Standard 1.


Scoping Report

AM039100-400-GN-RPT-1004 35

C.4 General and Industry Specific EHS Guidelines

In addition to the performance standards, the World Bank Group (WBG) has developed Environmental, Health and Safety (EHS) Guidelines covering both general and industry specific issues. The EHS Guidelines contain the performance levels and measures that are normally acceptable to WBG and are generally considered to be achievable in new facilities at reasonable costs by existing technology. The environmental assessment process may recommend alternative (higher or lower) levels or measures, which, if acceptable to the financiers, become project or site-specific requirements.

In general, when host country regulations differ from the levels and measures presented in the EHS Guidelines, projects are expected to achieve whichever is more stringent. If less stringent levels or measures are appropriate in view of specific project circumstances, a full and detailed justification for any proposed alternatives is needed as part of the site-specific environmental assessment. This justification should demonstrate that the choice for any alternate performance levels is protective of human health and the environment.

C.5 Indonesian Regulatory Framework

The Indonesian legal system is a hierarchal system, where National Regulations (Acts and National Government Regulations) act as the governing regulation, which are translated into implementing regulations and technical standards at lower levels of the government system (as stated on Law No. 12 of 2011 regarding formation of legislation). The requirements and standards in each regulation must be kept consistent at different levels of the government system, but should there be conflicting standards, the higher level regulation takes precedence.

At provincial level, Governor and provincial government can set up local government standards in the form of Governor Decrees and Provincial Local Government Regulations. These regulations apply only within the subject provincial jurisdiction. The Governor and/or provincial local government can set stricter environmental standards than those set at a National level. In such cases, the stricter standards shall be followed.

The various levels of government of Indonesia, including the provincial and local government agencies, that have some jurisdiction or control over the power plant activities, transmission line and gas pipeline include:

✁ National Level: Ministry of Environment and Forestry (MOEFO);

✁ Province Level: The Province of Riau; and

✁ Regency and City Level: Power plant and transmission line - Environmental Agency of Pekanbaru City (DLH ✂ Kota Pekanbaru) and gas pipeline the Siak Regency and Pekanbaru City.


Scoping Report

AM039100-400-GN-RPT-1004 36

Appendix D. ESIA and AMDAL Schedule

ID Task

M ode

Task Name Durat ion Start Finish

1 Phase 1 - Scoping Study 67 days M on 12/ 06/ 17Tue 19/ 09/ 17

2 Site Assumed to be Site 2 0 days Mon 12/ 06/ 17 Mon 12/ 06/ 17

3 Site confirmed 0 days Tue 20/ 06/ 17 Tue 20/ 06/ 17

4 Review of background information 2 wks Mon 12/ 06/ 17 Fri 23/ 06/ 17

5 Draft of Project Descript ion - from OE team 2 wks Mon 12/ 06/ 17 Fri 23/ 06/ 17

6 Site visit 1 wk Mon 19/ 06/ 17 Fri 23/ 06/ 17

7 Stakeholder mapping 2 wks Mon 12/ 06/ 17 Fri 23/ 06/ 17

8 Draft Stakeholder Engagement Plan issued 0 days Fri 23/ 06/ 17 Fri 23/ 06/ 17

9 Review stakeholder engagament plan 1 wk M on 3/ 07/ 17 Fri 7/ 07/ 17

10 Initial Community engagement 10 days Mon 28/ 08/ 17 Fri 8/ 09/ 17

11 Land acquisit ion review 1 wk Mon 21/ 08/ 17 Mon 28/ 08/ 17

12 Risk assessment 3 days Mon 11/ 09/ 17 Wed 13/ 09/ 17

13 Scoping Study report issued 5 days Wed 13/ 09/ 17 Tue 19/ 09/ 17

14 Principal Permit in Place 0 days Mon 12/ 06/ 17 Mon 12/ 06/ 17

15 Location Permit in Place 0 days Mon 12/ 06/ 17 Mon 12/ 06/ 17

16 Spatial Plan Compliance confirmed 0 days Mon 12/ 06/ 17 Mon 12/ 06/ 17

17 UKL-UPL for gas supply pipeline 85 days M on 11/ 09/ 17Tue 16/ 01/ 18

18 Preparation of UKL-UPL for gas supply pipeline 2 mons Mon 11/ 09/ 17 Fri 3/ 11/ 17

19 Review and submission of UKL-UPL for gas supply 2 mons M on 6/ 11/ 17 Tue 9/ 01/ 18

20 Pipeline UKL/ UPL approved 0 days Tue 9/ 01/ 18 Tue 9/ 01/ 18

21 Finalise Environmental permit 1 wk Wed 10/ 01/ 18 Tue 16/ 01/ 18

22 Environmnetal permit issued 0 days Tue 16/ 01/ 18 Tue 16/ 01/ 18

23 UKL-UPL for 150 kV Transmission Line 85 days M on 11/ 09/ 17Tue 16/ 01/ 18

24 Preparation of UKL-UPL for 150 kV transmission line 2 mons Mon 11/ 09/ 17 Fri 3/ 11/ 17

25 Review and submission of UKL-UPL for 150 kV 2 mons M on 6/ 11/ 17 Tue 9/ 01/ 18

26 Transmission line UKL/ UPL approved 0 days Tue 9/ 01/ 18 Tue 9/ 01/ 18

27 Finalise Environmental permit 1 wk Wed 10/ 01/ 18 Tue 16/ 01/ 18

28 Environmnetal permit issued 0 days Tue 16/ 01/ 18 Tue 16/ 01/ 18

29 KA ANDAL for Power Plant 43 days M on 4/ 09/ 17 Wed 1/ 11/ 17

30 Public notif icat ion of AMDAL 2 wks M on 4/ 09/ 17 Fri 15/ 09/ 17

31 Public consultat ion meeting 1 day Mon 18/ 09/ 17 Mon 18/ 09/ 17

32 Preparation of KA ANDAL 1 mon Tue 19/ 09/ 17 Mon 16/ 10/ 17

33 Presentation and review of KA ANDAL 12 days Tue 17/ 10/ 17 Wed 1/ 11/ 17

34 KA Andal approved 0 days Wed 1/ 11/ 17 Wed 1/ 11/ 17

35 Community Engagement 6 mons Thu 2/ 11/ 17 Fri 27/ 04/ 18

36 ESIA Sampling 107 days M on 12/ 06/ 17Tue 14/ 11/ 17

37 Screening assessment to identify locat ions to sample 2 wks Mon 19/ 06/ 17 Fri 7/ 07/ 17

38 Dry Season Sampling 92 days M on 10/ 07/ 17Tue 14/ 11/ 17

39 Air qualit y - 1 week / month - two or three t imes 3 mons Mon 10/ 07/ 17 Fri 29/ 09/ 17

40 River Water Sampling 2 mons Wed 20/ 09/ 17 Tue 14/ 11/ 17

41 Other sampling - dry season 2 mons Wed 20/ 09/ 17 Tue 14/ 11/ 17

42 Determine what wet season sampling required 0 days Tue 14/ 11/ 17 Tue 14/ 11/ 17

43 Wet Season Sampling 0 days M on 12/ 06/ 17M on 12/ 06/ 17

44 As required 0 mons Mon 12/ 06/ 17 Mon 12/ 06/ 17

45 As Required 0 mons Mon 12/ 06/ 17 Mon 12/ 06/ 17

46 AM DAL Sampling 40 days Thu 2/ 11/ 17 Fri 5/ 01/ 18

47 Air quality 1 mon Thu 2/ 11/ 17 Wed 29/ 11/ 17

48 River Water Sampling 2 mons Thu 2/ 11/ 17 Fri 5/ 01/ 18

49 Background noise measurements 1 wk Thu 16/ 11/ 17 Wed 22/ 11/ 17

50 Other sampling 2 mons Thu 2/ 11/ 17 Fri 5/ 01/ 18

51 Technical Studies for AM DAL and ESIA 120 days Thu 2/ 11/ 17 Fri 27/ 04/ 18

52 Project Update project descript ion 4 wks Thu 2/ 11/ 17 Wed 29/ 11/ 17

53 Technical specialist assessment 4 wks Thu 2/ 11/ 17 Wed 29/ 11/ 17

54 Dispersion modelling 1 mon Thu 2/ 11/ 17 Wed 29/ 11/ 17

55 Noise Modelling 1 mon Thu 2/ 11/ 17 Wed 29/ 11/ 17

56 Social Impact Assessment 1 mon Thu 2/ 11/ 17 Wed 29/ 11/ 17

57 Community health, safety, and security 20 days Thu 2/ 11/ 17 Wed 29/ 11/ 17

58 Process safety and working condit ions 2 wks Thu 16/ 11/ 17 Wed 29/ 11/ 17

59 Preparation of Draft ESIA 1 mon Thu 30/ 11/ 17 Fri 5/ 01/ 18

60 Develop Framework ESM S 40 days Thu 30/ 11/ 17 Fri 2/ 02/ 18

61 Develop ESMP 40 days Thu 30/ 11/ 17 Fri 2/ 02/ 18

62 ESIA Exhibit 4 mons M on 8/ 01/ 18 Fri 27/ 04/ 18

63 ESIA Approved 0 days Fri 27/ 04/ 18 Fri 27/ 04/ 18

64 ANDAL & RKL-RPL for Power Plant 81 days Thu 30/ 11/ 17 M on 2/ 04/ 18

65 Preparation of ANDAL, RKL, RPL 2 mons Thu 30/ 11/ 17 Fri 2/ 02/ 18

66 Submission of AMDAL 0 days Fri 2/ 02/ 18 Fri 2/ 02/ 18

67 Review by AM DAL Commit tee 20 days M on 5/ 02/ 18 Fri 2/ 03/ 18

68 AM DAL Hearing 1 day M on 5/ 03/ 18 M on 5/ 03/ 18

69 Amdal Approved 0 days M on 5/ 03/ 18 M on 5/ 03/ 18

70 Secure Environmental Permits 1 mon Tue 6/ 03/ 18 M on 2/ 04/ 18

71 Environmental Permit Issued 0 mons M on 2/ 04/ 18 M on 2/ 04/ 18

12/ 06

20/ 06

23/ 06

12/ 06

12/ 06

12/ 06

9/ 01

16/ 01

9/ 01

16/ 01

1/ 11

14/ 11

12/ 06

12/ 06

12/ 06

27/ 04

2/ 02

5/ 03

2/ 04

10/ 04 29/ 05 17/ 07 4/ 09 23/ 10 11/12 29/01 19/ 03 7/05

1 M ay 11 August 21 November 1 M arch 11 June

Task

Split


Scoping Report

AM039100-400-GN-RPT-1004 37

Appendix E. Water Balance Diagram

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AM039100-400-GN-RPT-1014

Appendix B. Detailed Process Description

Riau 275 MW Gas Combined Cycle Pow er Plant IPP -ESIA


Technical Report – Process Descript ion

AM039100-400-GN-RPT-1002 | 1

DATE – 17 May 2018

Riau 275 MW Gas Combined Cycle Pow er Plant IPP

ESIA - Process Descript ion

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AM039100-400-GN-RPT-1002 Rev 1

Riau 275 MW Gas Combined Cycle Power Plant IPP - ESIA

Project no: AM039100

Document title: Process Description


Revision: 1

Date: 17 May 2018

Client name: Medco Ratch Power Riau

Project manager: Eamonn Morrissey

Author: Eamonn Morrissey, Candra Gusri, Gandy Iswara, A Andy, others

Jacobs New Zealand Limited

Level 3, 86 Customhouse Quay,PO Box 10-283Wellington, New Zealand

www.jacobs.com

© Copyright 2018 Jacobs New Zealand Limited. The concepts and information contained in this document are the property of Jacobs. Use or

copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.

Limitation: This report has been prepared on behalf of, and for the exclusive use of Jacobs’ Client, and is subject to, and issued in accordance with, the

provisions of the contract between Jacobs and the Client. Jacobs accepts no liability or responsibility whatsoever for, or in respect of, any use of, or reliance

upon, this report by any third party.



0 18/04/2018 For ESIA Jacobs Bruce Clarke Eamonn Morrissey

1 17 May 2018 Revised Transmission Line Route Jacobs Eamonn Morrissey Eamonn Morrissey



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AM039100-400-GN-RPT-1002 Rev 1

Contents

Abbreviations ...................................................................................................................................................1

1. Introduction ..........................................................................................................................................3

1.1 Purpose .................................................................................................................................................3

1.2 Background ............................................................................................................................................3

2. Location and Environmental Setting ...................................................................................................4

2.1 Site location ...........................................................................................................................................4

2.2 Environmental Setting ............................................................................................................................4

2.3 Socio-economic Setting ..........................................................................................................................5

2.4 Project Land Requirements ....................................................................................................................5

3. Project Schedule ..................................................................................................................................7

3.1 Project stages ........................................................................................................................................7

3.2 Project Timescales .................................................................................................................................7

4. Power Plant Pre-Construction Works .................................................................................................8

4.1 Introduction ............................................................................................................................................8

4.2 Contractor Selection ...............................................................................................................................8

4.3 Field surveys, permitting and land acquisition .........................................................................................8

5. Power Plant and Transmission Line Construction .............................................................................9

5.1 Introduction ............................................................................................................................................9

5.2 Site clearance, levelling and general preparation ....................................................................................9

5.3 Construction of Access Road ............................................................................................................... 10

5.4 Power plant and switchyard construction, including construction of water pipelines (to and fromsite)...................................................................................................................................................... 10

5.5 Transmission line construction ............................................................................................................. 12

5.6 Commissioning .................................................................................................................................... 12

5.7 Construction Workforce and Equipment................................................................................................ 13

5.8 HSE precautions during construction .................................................................................................... 13

5.9 Construction Phase Noise .................................................................................................................... 14

5.10 Transportation Impacts ......................................................................................................................... 14

6. Plant Operation .................................................................................................................................. 15

6.1 Introduction .......................................................................................................................................... 15

6.2 General plant description...................................................................................................................... 15

6.3 General process description ................................................................................................................. 16

6.4 Gas Turbine Generators ....................................................................................................................... 16

6.5 Heat Recovery Steam Generator (HRSG) ............................................................................................ 17

6.6 Steam Turbine and condenser ............................................................................................................. 17

6.7 Major Balance of Plant Systems ........................................................................................................... 18

6.8 Labour requirements ............................................................................................................................ 23

7. Transmission Line ............................................................................................................................. 24

7.1 Introduction .......................................................................................................................................... 24

7.2 Transmission Line Route ...................................................................................................................... 24

7.3 Pre-Construction and Field Surveys ..................................................................................................... 25



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AM039100-400-GN-RPT-1002 Rev 1

7.4 Construction ......................................................................................................................................... 26

7.5 Operation ............................................................................................................................................. 28

8. Gas Pipeline ....................................................................................................................................... 29

8.1 General ................................................................................................................................................ 29

8.2 Pipeline Route...................................................................................................................................... 29

8.3 Construction ......................................................................................................................................... 30

8.4 Operation ............................................................................................................................................. 32

9. Power Plant Resource Requirements ............................................................................................... 33

9.1 Natural Gas .......................................................................................................................................... 33

9.2 Water ................................................................................................................................................... 33

10. Power Plant Environmental Discharges ........................................................................................... 35

10.1 Exhaust Stack Emissions ..................................................................................................................... 35

10.2 Emissions to air from the cooling tower................................................................................................. 36

10.3 Other Air Emissions ............................................................................................................................. 36

10.4 Liquid Effluents .................................................................................................................................... 37

10.5 Noise emissions ................................................................................................................................... 40

10.6 Solid Waste management .................................................................................................................... 41

10.7 Hazardous and toxic substances .......................................................................................................... 41

Power Plant Site Location and Layout Drawings .................................................................... 43

Water Flow / Balance Diagram and Other Water Related Drawings and Information ............ 44

Site Investigation ...................................................................................................................... 45

Preliminary Labour Mobilisation Schedule ............................................................................. 46

Preliminary Transportation Plan .............................................................................................. 47

Gas Pipeline Sample Construction Execution Plan and other information ............................ 48

Station Staffing and Organisation Chart ................................................................................. 49



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AM039100-400-GN-RPT-1002 Rev 1

Important note about your report

The sole purpose of this report and the associated services performed by Jacobs is to provide the processdescription for the Project in accordance with the scope of services set out in the contract between Jacobs andthe Client. That scope of services, as described in this report, was developed with the Client.

In preparing this report, Jacobs has relied upon, and presumed accurate, any information (or confirmation of theabsence thereof) provided by the Client and/or from other sources. Except as otherwise stated in the report,Jacobs has not attempted to verify the accuracy or completeness of any such information. If the information issubsequently determined to be false, inaccurate or incomplete then it is possible that our observations andconclusions as expressed in this report may change.

Jacobs derived the data in this report from information sourced from the Client (if any) and/or available in thepublic domain at the time or times outlined in this report. The passage of time, manifestation of latent conditionsor impacts of future events may require further examination of the project and subsequent data analysis, and re-evaluation of the data, findings, observations and conclusions expressed in this report. Jacobs has preparedthis report in accordance with the usual care and thoroughness of the consulting profession, for the solepurpose described above and by reference to applicable standards, guidelines, procedures and practices at thedate of issue of this report. For the reasons outlined above, however, no other warranty or guarantee, whetherexpressed or implied, is made as to the data, observations and findings expressed in this report, to the extentpermitted by law.

This report should be read in full and no excerpts are to be taken as representative of the findings. Noresponsibility is accepted by Jacobs for use of any part of this report in any other context.

The report is based on information supplied by Jacobs’ Client and from information held by Jacobs for theProject. This report has been prepared on behalf of, and for the exclusive use of, Jacobs’ Client, and is subjectto, and issued in accordance with, the provisions of the contract between Jacobs and the Client. Jacobs acceptsno liability or responsibility whatsoever for, or in respect of, any use of, or reliance upon, this report by any thirdparty.



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AM039100-400-GN-RPT-1002 Rev 1

Abbreviations

AMDAL Analisis Mengenai Dampak Lingkungan

amsl Above Mean Sea Level

CEMP Construction Environmental Management Plan

CEMS Continuous Environmental Monitoring Station

CCGT Combined cycle gas turbine

CFPS Coal fired power station

CPI Corrugated plate interceptor

CRH Cold reheat

dB decibels

EPC Engineering, procurement and construction

ESIA Environmental and Social Impact Assessment

GFPP Gas fired power plant

GT / GTG Gas turbine / Gas turbine generator

H&SP Health and Safety Plant

ha Hectare

HHV High Heating Value

HP High pressure

HRSG Heat recovery steam generator

H&SP Health and Safety Plan

IP Intermediate pressure

km Kilometres

kg/s Kilograms per second

kV Kilovolt

L litre

lp Low pressure

m Metres

mg/L Milligrams per litre

mm millimetre

m/s Metres per second

m3/h Metres cubed per hour

mAMSL Meters above mean sea level

MRPR Medco Ratch Power Riau

MW Megawatt

NFPA National fire protection association (of America)

NOx Oxides of Nitrogen

OHL Overhead Line

OPGW Optical Ground Wire

PLN Perusahaan Listrik Negara

PPA Power Purchase Agreement

ppmvd Part per million by volume, dry



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AM039100-400-GN-RPT-1002 Rev 1

RoW Right of way

SOx Oxides of sulphur, as SO2

ST / STG Steam turbine / Steam turbine generator

T Tonnes

PT TGI PT Transportasi Gas Indonesia

UKL/UPL Upaya Pengelolaan Lingkungan dan Upaya Pemantauan Lingkungan

wt/vol Weight per volume



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AM039100-400-GN-RPT-1002 Rev 1

1. Introduction

1.1 Purpose

This document provides a process description of the construction and operation of the Riau 275MW CombinedCycle Gas Fired Power Plant IPP Project (Riau 275MW GPPP). The project consists of a 275MW combinedcycle power plant and ancillary facilities, a 40 km long 12-inch gas pipeline, and a switchyard and 150kVtransmission line - collectively comprising the “Project”.

This report provides a brief description of the location and environmental setting, followed by key details of theproposed design in respect to construction and operation of the Project. This report is one of several technicalreports prepared for the Environmental and Social Impacts Assessment (ESIA) and other permitting workassociated with the Project. It is based on preliminary engineering work, including the EPC Contractor’s (LotteE&C) preliminary design of the power plant.

1.2 Background

The Riau 275MW GFPP will be a new, greenfield power station.

The Project Sponsors (being PT Medco Power Indonesia (MEDCO) and Ratchaburi Electricity GeneratingHolding PCL (RATCH), have formed PT Medco Ratch Power Riau (MRPR) to build, own and operate the plantunder the terms of the Power Purchase Agreement (PPA) which has been agreed with PLN.

The key components of the Project include a 275MW combined cycle power plant (CCPP), a 40km long gassupply pipeline which will bring fuel to the site, a 150kV switchyard, and an approximately 750m longtransmission line to connect the power plant to the PLN grid. Once constructed, ownership of the switchyardand transmission line collectively known as the Special Facilities will be transferred to PLN. At the end of the20-year term of the PPA, PLN will take ownership of the power plant and gas supply pipeline.

The Project will be located approximately 10 km due east of Pekanbaru city, approximately 5 km south of theSiak River. The power plant and switchyard well be comfortably accommodated inside the 9 ha of land beingprocured by MRPR. The power plant is a 2 x 1 combined cycle plant, designed to deliver up to 275MW over the20-year term of the PPA. It will burn gas fuel only. It will consist of:

• 2 x GE 6F.03 gas turbine (GT) generator sets;

• 2 x supplementary fired heat recovery steam generators (HRSGs);

• 1 x steam turbine (ST) generator set;

• A wet mechanical draft cooling tower;

• Gas reception area; and

• All normal balance of plant systems.

In addition, there will be:

• a 150kV switchyard at the plant, with an approximately 750 m double-phi connection to intercept theTenayan – Pasir Putih 150 kV transmission line;

• A 40km gas pipeline running from the gas connection point at an offtake location known as SV1401 onthe main Grissik-Duri gas pipeline; and

• Water supply and discharge pipelines to and from the Siak River.



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AM039100-400-GN-RPT-1002 Rev 1

2. Location and Environmental Setting

2.1 Site location

The power plant site is located in the Sail Sub District, Tenayan Raya District, Pekanbaru City, and Province ofRiau.

The power plant is located approximately

• 10 km due east of the city of Pekanbaru in central Sumatra, Indonesia;

• 3 km south of the Siak River; and

• 2 km south of PLN’s 2 x 110MW RIAU Coal Fired Power Station (CFPS).

At the moment, the power plant site is part of a privately owned palm oil plantation. According to PekanbaruCity’s Spatial Plan, the land is in a zone allocated for Industrial and Warehousing use.

Drawings in Appendix A show:

• Preliminary, conceptual layout for plant and equipment on the site; and

• The setting of the Site relative to Pekanbaru City and PLN’s existing coal fired power station, along withproposed routes for connections to the Grid, existing road, Siak River, and a pipeline corridor betweenthe site and the Siak River.

2.2 Environmental Setting

2.2.1 Climate

Pekanbaru has a tropical climate. The design and general site climate conditions are provided in Table 1.

Table 1: General site ambient climate conditions

Parameter Value

Ambient air temperature range 20°C-37°C

Design ambient air temperature 28°C

Relative humidity range 40%-100%

Design Relative humidity 80%

River water temperature Approximately 30°C

Average annual rainfall Approximately 3,000 mm - rainy season betweenNovember and April

Maximum rainfall Approximately 136mm/h

Average wind speed Less than 3m/s, predominantly from the south or west

Site elevation Approximately 25 mAMSL

2.2.2 Site Investigation

MRPR has conducted a site investigation of the power plant site. The final report is provided in Appendix C andincludes a topographical map and geotechnical characteristics.



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2.3 Socio-economic Setting

Riau province has a population of approximately 7 million people, of which approximately one million live inPekanbaru City.

The majority of the population living close to the power plant site are likely to be involved in the palm oilplantation business, fishing and farming.

The proposed site is currently part of a privately owned palm oil plantation. The palm trees appear to be around5 – 7 years old.

The closest settlement is around 2 km to the west of the site.

2.4 Project Land Requirements

MRPR plans to build the power plant and switchyard on a 9.1ha plot of land. Land surrounding the site isgenerally used for palm oil plantations.

There are no dwellings located at the power plant site so no physical relocation or resettlement of inhabitantswill be necessary.

The total land requirements for the power plant and switchyard are estimated at approximately 5.4 ha asoutlined in Table 2. Preliminary Site layout plans are provided in the Appendix A.

Table 2: Riau 275MW GFPP power plant land requirements

Riau 275 MW CCPP pow er plant la nd area requirem ents Approximate Are a, ha

Power plant and main plant buildings (GTGs, HRSGs, STG & Control Room) 1.2

Cooling tower 0.2

Balance of plant area 2.5

Switchyard (150kV) (part of the Special Facilities to be owned by PLN) 1.5

Total 5.4

During construction, there will be further land requirements for laydown areas, offices, and the constructionworkforce. The additional area estimated at a further 3.7 ha, will be within the site area, as shown on thedrawings.

There will also likely be a need for a temporary jetty to be built on or on the banks of the Siak River, expected tobe located close to PLN’s existing Tenayan Coal Fried Power Station (CFPS).

In addition, the Project will have land requirements for the water abstraction point at the River, water supplypipelines to and from the power plant site, the gas supply pipeline, and the 150kV transmission line, estimatedas shown in Table 3.

See Appendix A for details of potential off-site land requirements (excluding the gas pipeline.)

Table 3: Estimated land requirements in addition to the power plant Riau 275MW CCPP power plant – off-site arearequirements



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AM039100-400-GN-RPT-1002 Rev 1

Equipme nt item Approximate dime nsions, m x m Approximate Are a, ha

River water pump house plus local building 50 x 40 0.2

Water supply and discharge pipeline corridor 6 x 3,000 1.8

Gas supply pipeline, though very little, if any, ofthis will actually need to be acquired by MRPR.Extent is to be confirmed.

MRPR may also need to acquire or gain access tosome land at the point of connection to the mainpipeline. This would be for a valve and piglaunching station.

2 x 40,000 8

Transmission Line (including 3 towers not on themain power plant site) – normally via aneasement.

25 x 1000 2.5

Transmission line towers (off the main power plantsite, straddled by transmission line)

3 x 40 x 40 3 x 0.16 ha

Access road 8 x 400 0.32

Temporary Jetty 100 x 70 0.7

It is not expected that any physical relocation or resettlement of inhabitants will be necessary as:

• There are no dwellings located at the site or along the transmission line, and

• The gas and water pipelines will run along the road reserve or within easements which will be agreedwith the affected landowners.



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3. Project Schedule

3.1 Project stages

The Project will span three primary stages, being pre-construction, construction and operation, generally asfollows:

• Pre-construction: The pre-construction stage involves project development activities, includingselection of contractors, field surveys and permitting, and land acquisition works.

• Construction: The construction stage will involve land preparation (including site clearance, backfilling

and land drainage) followed by construction and commissioning of the power plant, gas pipeline andgrid interconnection.

• Operation: The operation stage will involve the full operation of the power plant – first of all over the 20-

year term of the PPA and then, as determined by PLN after ownership transfers to PLN.

3.2 Project Timescales

The proposed project timescales for major construction activities are provided in Table 4.

Table 4: Estimated duration (in months) of activities required for Project construction

Act ivity Est imated Durat ion (months)

Site clearance and levelling (may commence before financial close) 6 months

Gas pipeline construction 12 months

Power plant and switchyard engineering, procurement and construction 24 months

Construction of water pipelines (to and from site) 8 months

Transmission line construction 8 months

Commissioning 6 months

The total construction and commissioning time from financial close is to be 30 months.



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4. Power Plant Pre-Construction Works

4.1 Introduction

The pre-construction stage involves project development activities, including selection of contractors, fieldsurveys and permitting, and land acquisition works.

4.2 Contractor Selection

MRPR has have already selected the main Contractors, as follows:

Table 5: Estimated duration (in months) of activities required for Project construction

Scope Cont ractor

Power Plant, switchyard, transmission line, watersupply and discharge structures and pipelines

Lotte Engineering & Construction of South Korea

Gas pipeline PT Citra Panji Manunggal (CPM) of Indonesia

These contractors will be responsible for identifying and recruiting workers with the appropriate skills andqualifications required for the construction stage of the Project.

Note: peak labour requirements for the construction of the power plant and Special Facilities will beapproximately 1,000 people, with the expectation that the local community will be able to provide the bulk of thiswork-force.

4.3 Field surveys, permitting and land acquisition

In order to collect the data required to finalise the location and design of the Project, MRPR has beenconducting field surveys of the site, including topographical survey, geological and geotechnical investigationsof the soil.

Additional surveying activities will include those necessary for securing the permits and approvals – AMDAL forthe Power Plant, UKL-UPL for the gas pipeline, UKL-UPL for the Switchyard and transmission line,Environmental and Social Impact Assessment (ESIA) for the Project.

Requirements for land acquisition will be identified as part of the process. Land will be acquired for the PowerPlant, Switchyard and transmission line. Land for the water intake and pumphouse etc. will be leased. Someland may be needed for the gas pipeline (e.g. at the point of connection to the main gas pipeline at SV1401).Otherwise, the gas pipeline will run along the road reserve, or follow easements to be agreed with any affectedlandowners.

Nor is it expected that it will be necessary to acquire land for the water supply or wastewater discharge pipelinesbecause it is anticipated that these will either follow road reserves or easements to be agreed with any affectedlandowners.



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5. Power Plant and Transmission Line Construction

5.1 Introduction

The construction phase of the Project is scheduled to last from late early 2018 to the end of 2020.

The following stages are envisaged.

• Site clearance, levelling and general preparation;

• Construction of access road;

• Gas pipeline construction (see later section of this report);

• Power plant and switchyard construction, including construction of water pipelines (to and from site)

• Transmission line construction; and

• Commissioning.

5.2 Site clearance, levelling and general preparation

5.2.1 Site Clearance and levelling

The site area for the Power Plant and Switchyard will need to be cleared of vegetation and any debris prior tolevelling. Site clearance works will include felling, trimming, and cutting trees, and disposing of vegetation anddebris off-site. Voids and water ponds will be dried and filled with suitable material.

Vegetation, roots, debris, stones, and other materials will be removed from the areas to be stripped by mowing,grubbing, raking, etc.

Topsoil will be stripped from the surface. Excavated topsoil will be transported to and stockpiled in designatedtopsoil storage areas. Prior to being filled, any sub-grade surfaces will be freed of standing water andunsatisfactory soil materials will be removed. All unnecessary excavated materials will be transported anddeposited off-site at an approved facility.

The site will then be levelled. Ideally, the cut and fill will be balanced, to minimise the need to import or exportmaterial from the site area. Based on the site topography, preliminary estimates show that if the site elevationis set at 28m, then the cut and fill / backfilling volumes will be reasonably well balanced at approximately165,000m3 each.

Notwithstanding this, it is likely that approximately 45,000m3 of soil will need to be disposed of offsite. At 20m3

per truck, this will require 2,250 truck movements over approximately 3 months.

5.2.2 Flood Risk

According to investigations for the site originally proposed for the project, it was determined that a site level of 3mAMSL would be adequate to ensure the site would be above the 100-year return period flood level of the SiakRiver. The lowest point of the current site for the project is more than 20 mAMSL.

Therefore, the site will not be subject to flooding via the Siak River.

During the engineering stage, the site elevation will be set to ensure stormwater from adjacent propertiescannot cause the site to flood and to ensure that stormwater falling on the site does not flood neighbouring land.



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5.3 Construction of Access Road

The construction stage includes the development of an access road which will be approximately 500 m long andrun from the main road to the north of the Site.

The access road will be a permanently sealed two-lane 8m road.

5.4 Power plant and switchyard construction, including construction of waterpipelines (to and from site)

5.4.1 Excavations

A range of excavations will be carried out at the site, primarily:

• Excavation for structures (footings and foundations);

• Excavation of ditches, gutters, and channels;

• Excavation for drainage structures; and

• Trench excavation.

Where excavated material is suitable to be used for fill and backfill, the material will be segregated andtransported to a stockpile location at the power plant site. Unless specified or directed otherwise, allunnecessary excavated materials will be transported and deposited outside the power plant site. This materialwill be disposed in a location not to disturb the environment and which is permitted by municipal authorities.

Soil on site will be deposited and compacted, and the slopes will be trimmed to ensure that the soil is stable andfree of surface depressions, and that the slopes drain freely and do not interfere with natural drainage to or fromthe surrounding area.

5.4.2 Piling

Piling will be undertaken as part of the construction activities. Piling methods will likely include pile driving andbored cast-in-place piling.

Pile driving will be used to pile the main power station foundations. Driving shall be done with fixed leads to holdthe pile firmly in position and in axial alignment with the hammer. Piles will be driven continuously and withoutinterruption to or below the calculated tip elevation to reach a driving resistance based on load test results.

Pile driving will not be carried out at night.

Bored, cast-in place piles may be used for lighter structures. With this technique, the pile hole is bored out, asteel cast is placed in the hole and the pile is formed using reinforcing steel and concrete.

Sheet piling may be used to protect shallow excavations which are normally backfilled once the equipment isinstalled.

5.4.3 Foundations

Reinforced concrete foundations and base building slabs will be prepared prior to the installation of large itemsof equipment and the erection of buildings. Concrete for the foundations and building slabs will either bebatched at the power plant site or brought on to the site in a ready-mixed form by concrete trucks. If batching onsite is selected, then sand and cement will be brought to the power plant site and stored in bins and bags nextto the batching plant. Water required for concrete batching would be approximately 45m3/day.



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5.4.4 Equipment Installation

Once the foundations are prepared the plant equipment can be installed.

Some equipment will be installed outdoors – e.g. the gas turbine generator sets, the HRSGs, the step-uptransformers. Other equipment, including the steam turbine generator set and the condenser, will be installed inpurpose built buildings.

The Contractor is likely to pre-fabricate as much of the plant and equipment in factory conditions off-site, inorder to minimise site work. For example, the HRSG modules will likely be shipped to site complete, so that sitewelding requirements are reduced.

Normal construction processes and techniques will be used. In addition to the workers needed or the sitepreparation and civil works, the workforce will include:

• Steel erectors

• Mechanical fitters

• Pipefitters

• Welders

• Electricians

• Instrumentation technicians

• Crane-drivers

• Scaffolders

• Painters

• Labourers, and

• Support staff.

Specialists will also be necessary from time to e.g. for radiography and other non-destructive testing, and forhigh voltage work.

5.4.5 Off-site work

Off-site work associated with this stage of the project will include the following:

• The construction of the water intake at the Siak River, as well as the pipeline to take the water from theRiver to the site. Preliminary details of the proposed structures for this are included in the Appendix A.

• The construction of the water discharge pipeline, which will run alongside the water supply pipeline.

• The construction of a temporary jetty to serve as a berth for ships or barges delivering plant items andconstruction materials and equipment – e.g. the gas and steam turbines, generators, transformers,HRSG modules. The jetty will be located approximately 4km to the north of the power plant site, closeto PLN’s 2 x 110 MW coal fired plant. See Appendix A for further details of the possible location andAppendix E for the preliminary Transportation Plan.

Construction of the jetty will involve sheet piling for the “tunnel”, while rock and sandbagging will be used for thehead area. The tunnel will be dredged where required, the scope of which will depend on the exact location andlocal depth and conditions. The construction period will be approximately four months. After construction of the



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Project is complete and assuming there is no reason for the jetty to remain in place, it will be removed. This willtake approximately one month.

The roadway from the temporary Jetty past the CFPS and up to the power plant site is narrow in places andsome widening of or improvements to the route may also be required.

5.4.6 Landscaping

After construction and erection work are completed, the power plant site will be landscaped for visualappearance and to limit erosion from surface water during heavy rains. The upper, organic layer of soiltemporarily removed and stored during construction, will be used to provide fertile soil for landscaping, wherepossible.

5.5 Transmission line construction

The construction of the transmission line will likely be labour-intensive with simple hand tools rather thanthrough the use of cranes and/or helicopters.

The major steps are:

• Survey and tower staking;

• Construction of foundations (typically cast in place);

• Erection of towers (i.e. assembly of tower members);

• Conductor, shieldwire, and OPGW stringing;

• Clean up; and

• Testing and commissioning.

Teams can work on separate towers or line sections simultaneously if necessary to reduce the constructionschedule. However, this is unlikely to be necessary as the connection is so short.

Smaller vehicles will be used to transport materials (e.g. steel members) to and from each tower location inorder to avoid the need for large access tracks or roads.

Inspection, testing, and commissioning will follow PLN’s specification requirements.

Further details are included later in this report and the proposed connection route is shown in Appendix A.

5.6 Commissioning

After construction of the power plant is complete, the plant and equipment will be commissioned and set towork. The commissioning process involves:

• Calibrating and setting control and protection devices to ensure the safety of plant, equipment andpersonnel;

• Energising equipment for the first time;

• Checking individual components work correctly;

• Checking individual systems work correctly;

• Checking that the systems are properly integrated and work together as designed; and



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• Testing the plant for compliance with the EPC Contract, including for compliance with the Grid Codeand environmental requirements.

5.7 Construction Workforce and Equipment

As mentioned earlier, the labour force is expected to peak at close to 1,000, providing an estimated 10,000man-months of work. Many of the work force are likely to come from the local community.

See Appendix D for a preliminary labour mobilisation schedule for the construction of the power plant andSpecial Facilities.

A range of equipment will be used in the construction of the plant. The principal type of equipment to be usedincludes the items listed in the following table.

Table 6: Construction equipment details

Equipme nt Est imated No. units

Backhoe 5

Bulldozer 3

Trailer 2

Dump truck / Mixer truck 28

Cranes 12

Crane barge 1

Pile driver 6

Forklift 7

Welding machines 111

Electricity generators 8

Appendix D also contains further details of the proposed equipment mobilisation schedule.

5.8 HSE precautions during construction

All Contractors involved in the Project will be required to comply with all local health and safety requirements, aswell as the requirements of any environmental permits issued for the Project.

Provisions will include developing and then following Construction Environmental Management Plans (CEMPs)and Health and Safety Plans (H&SPs) to reduce the risk of harm to staff, the environment or the localcommunity. This will include drainage and sediment controls.

MRPR will monitor and supervise every contractor to ensure they are fulfilling the rights of workers inaccordance with applicable laws and regulations.

Temporary construction offices and facilities for the labour force will be erected close to the Site. This willinclude areas for

• Food preparation and consumption;

• Ablutions; and

• First aid.



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There will also be a prayer room.

There is no plan to construct a worker’s camp at or close to the site. Lotte and its subcontractors expect to rentany accommodation necessary to house workers not from the area.

5.9 Construction Phase Noise

The major source of noise emissions will be through heavy machinery such as pile drivers, earthmovingequipment and transport vehicles.

As part of the ESIA and AMDAL process, procedures will be defined to reduce the potential for constructionnoise to impact on the community. Potential mitigation measures are likely to include

• Restricting hours of work to reduce the possibility of nuisance to neighbours;

• The use of modularisation, and encouraging the EPC Contractor to fabricate as much of the plant offsiteas possible – e.g. the HRSG harp sections may be delivered fully assembled, reducing the need forsite-work;

• Use of low noise and low vibration equipment to reduce the potential impact of piling operations; and

• Use of silencers during steam blowing exercises.

5.10 Transportation Impacts

The transportation of power station components to site via road could lead to temporary noise impacts onresidential areas due to the proximity of the roads to the houses.

A mitigation measure for the transport noise is to transport the equipment to site via barges on the Siak River.This will remove the noise impact on residents in two ways. Firstly, the jetty is further from the residents andany noise would have a lower impact. Secondly, the barges are comparatively less noisy than trucks.

General construction traffic and other deliveries will inevitably come by road from the area surrounding thePlant. In addition to traffic associated with the workforce coming to and from the site, there are likely to be inthe order of 10 light trucks and 50 to 60 heavy trucks per day, bringing equipment and material such asconcrete, rebar and construction raw materials.

As part of the CEMP, traffic management plans will be developed to minimise any potential impact on nearbyresidents, including:

• A truck wheel wash facility will be constructed to clean truck wheels prior to exiting the site in order toprevent dust and spoil being transported on to the public road. The wheel wash facility will be usedthrough-out the construction phase of the power plant. The washing facility (pit) will not connect to adrain or watercourse and therefore will not filter the water; it will be manually cleaned out as required.

• Timing of deliveries to avoid peak travel times for residents, and in particular hours when children arescheduled to be going to or returning from school.

See Appendix E for a preliminary Transportation Plan.



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6. Plant Operation

6.1 Introduction

The section provides

• A general overview of the power plant process;

• More detailed descriptions of the main power plant components

• A general description of resource requirements and environmental impacts; and

• General information about labour requirement.

6.2 General plant description

The power plant is a 2 x 1 combined cycle plant, designed to deliver up to 275MW over the 20-year term of thePPA. It will burn natural gas fuel only. The plant will consist of:

• 2 x GE 6F.03 gas turbine (GT) generator sets

• 2 x supplementary fired heat recovery steam generators (HRSGs).

• 1 x steam turbine (ST) generator set

• A wet mechanical draft cooling tower

• Normal balance of plant systems will also be provided, including:

- Gas compression (if required) and conditioning system

- Demineralised water treatment plant to treat raw water before it is added to the water steam cycle

to make up for water lost from the cycle.

- Closed cycle cooling water system to cool plant and equipment such as lubricating oil coolers,

generator coolers, boiler feed pumps

- Systems to dose and sample the water and steam

- Compressed air system

- Fire protection system, in accordance with local requirements with scope and design generally in

accordance with NFPA 850

- Emissions monitoring system

- Drainage systems

- Overall plant distributed control system

- Metering and protection systems

- Enclosures to house the plant and equipment as required

- Control room and office space for the O&M staff

- Black start diesel generators and system

- HV switchyard.

The Appendix A includes the following conceptual drawings and information, including:

• Conceptual layout



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• Water balance

• Single line diagram.

6.3 General process description

In a combined cycle plant, ambient air is filtered and led to the compressor of the gas turbine, where it iscompressed. Fuel is added and combusted in the combustors and the hot gas fed to the turbine which drivesthe generator to generate electricity.

The exhaust gas leaving the turbine may still be in the order of 600°C. In an open cycle (or simple cycle) plant,the exhaust gas flows back to the atmosphere and so a good deal of useful energy is lost. However, in acombined cycle plant, the exhaust gas is fed to a HRSG and is used to generate steam. This is why acombined cycle plant is more efficient than an open cycle plant.

From the HRSG the superheated high pressure (HP) steam is fed to the high pressure section of the steamturbine where it expands before being returned to the HRSG for re-heating. The reheated steam is mixed withintermediate pressure steam also generated in the HRSG and fed to the intermediate pressure section of thesteam turbine. Steam leaving this section is fed to the low pressure section of the turbine where it issupplemented with further low pressure steam from the HRSG. All steam exhausts to the condenser where it iscondensed to water before returning to the HRSG to be converted to steam once again.

A schematic diagram of the process is provided in the figure below.

Figure 1: Schematic of General Process

6.4 Gas Turbine Generators

The gas turbine generators will be a 6F.03 model supplied by GE. This is an “F” Class, heavy duty, single shaft,industrial type of gas turbine, of proven design. Each unit will have a capacity of approximately 81MW.

The gas turbines will be equipped with lean-premix dry low NOx combustion systems. No water or diluentinjection will be necessary to control NOx emissions.



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The turbine generators will be installed outdoors, though within acoustic, ventilated enclosures incorporating firedetection and protection facilities. They will be provided with all associated ancillary and auxiliary equipmentand systems for safe, efficient, and reliable operation. They will fire natural gas only.

6.5 Heat Recovery Steam Generator (HRSG)

The HRSGs will be triple pressure with reheat design.

In order to generate additional steam to boost power from the steam turbine from time to time, as desired byPLN, the HRSGs will be fitted with low NOx duct burners.

The HRSGs will include economizer, evaporator, and super-heater tube bank sections with finned tubing, asappropriate, to maximize heat transfer. The thermal cycle will be designed to suit the specific requirements ofthis Project.

Pressure parts will be designed, manufactured and tested in accordance with "ASME Boiler and PressureVessel Code, Section 1, Power Boilers" or equivalent. The HRSG stack height and the flue gas exit temperaturewill be sufficient to ensure adequate dispersion of the flue gases in accordance with the relevant environmentalstandards and requirements. At present, a stack height of 45m is anticipated.

The design steam conditions at full load are as follows:

Table 7: HRSG Design Steam Conditions

Parameter Unit HP IP HRH LP

Steam pressure at HRSG outlet Bar 142.0 27.9 22.0 5.3

Steam pressure at steam turbine Bar 136.7 21.3 4.8

Steam temperature at HRSG outlet °C 571 298 576 295

Steam temperature at steam turbine °C 569 314 (CRH) 574 290

Steam flow per HRSG kg/s 37.7 2 39.5 2

The HRSGs will be installed outdoors.

6.6 Steam Turbine and condenser

Steam from the two HRSGs will be combined, and fed to the steam turbine generator set to generate moreelectricity. It will be provided with all associated ancillary and auxiliary equipment and systems for safe,efficient, and reliable operation.

The steam turbine will produce approximately 126MW at the design point.

Steam will be condensed in the condenser which will be cooled using water fed from a wet mechanical draughtcooling tower.

Preliminary condenser design conditions are:

Table 8: Steam Turbine and condenser details

Parameter Unit Value

Steam pressure at inlet bar 0.0949

Steam temperature °C 44.8

Steam flow Kg/s 83.9



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Cooling water temperature increase across condenser °C 10.3

Cooling water flow Kg/s 4,756

The steam turbine generator and condenser will be installed within a building.

6.7 Major Balance of Plant Systems

6.7.1 Cooling Water Systems

The condenser will be cooled by a closed cycle cooling system with a wet (evaporative) mechanical draughtcooling tower.

In a wet tower, the cooling effect is obtained by presenting a large surface of the heated water returning fromthe condenser to the atmosphere, allowing heat loss to occur predominantly by evaporation. On this project,the mechanical draft tower will comprise a number of "cells" arranged in a line above a basin. The large surfacearea for the water will be obtained by the use of "fill", likely to consist of a plastic honeycomb or slats installed ineach cell. The heated water will descend from upper trays through the fill. Some of it (approximately 2%) willbe evaporated, and in the process, the temperature of the remaining water will be reduced. The remainingwater will be collected in a concrete basin below, and then pumped back to the condenser to condense steamonce again.

The water lost to evaporation and blowdown will have to be replaced, with make-up water extracted from theSiak River.

Ventilation through the fill to allow effective evaporation will be obtained by installing large fans at the top ofeach cell.

Preliminary cooling tower design parameters are:

Table 9: Cooling Tower parameter details


Cold water temperature (to the condenser) °C 31.6

Cold water temperature (from the condenser) °C 41

Water flow kg/s 5,114

A chemical dosing system will be provided to control the water quality in the cooling water system to preventfouling, scaling or corrosion. The cooling water treatment will include at least:

• Addition of an acid to the makeup water to reduce the carbonate concentration in the makeup water inorder to prevent deposition of calcium carbonate scale particularly on the condenser tubes.Alternatively, the addition of a dispersant along with acid dosing may be used, as long as the dispersanthas no adverse impacts on the environment.

• Dosing with organic biocide or NaOCl to control organic growth in the cooling system. A system capableof dosing both continuously and via shock treatment (approximately 20 minutes every 8 hours) will beprovided.

Final details will be confirmed once the river water quality and cooling tower design are confirmed.



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6.7.2 Gas reception area

The pressure of the gas supplied to the gas turbines must be controlled to be within a set range. On arriving atthe site, the gas may be above, within or below the correct range. Therefore, the following facilities will beinstalled in order to ensure the gas pressure at the gas turbines is correct:

• Gas compressors will be installed, to boost the gas pressure if it is too low. (If it is confirmed that thegas pressure at the supply point (SV1401) will never be so low as require gas compression on site, thenthese may be removed from the scope of the project.)

• Pressure regulators will be installed to reduce the pressure on occasions when it is too high.Depending on the design, this system may need to incorporate a system to heat the gas before thepressure is reduced. Any such temperature control system is likely to use natural gas to heat water toheat the gas flowing to the plant.

Other equipment in the gas reception area will include:

• An emergency shut down valve, to isolate the plant in the event of a problem (perhaps installed as partof the gas pipeline project);

• A pig receiver station (perhaps installed as part of the gas pipeline project) which will be used to helpmaintain the cleanliness of the gas pipeline;

• A gas chromatograph to check the composition of the gas arriving at the site; and

• A system to control the pressure of the gas to be used by the HRSG supplementary firing system.

6.7.3 Water treatment

This section describes the process expected to be used for the handling and treatment of the raw water when itarrives on site. Refer to the water balance diagram in Appendix B for further details as well as the preliminaryP&ID.

Water will be taken from the Siak River for use in the power generation process.

On arrival at site, the water will enter a raw water reservoir / settling pond, be clarified and filtered, and thenstored in a filtered water tank. This initial system shall be sized to store enough water to allow the plant to runat full load for two days without and make-up – approximately 17,700 m3.

The filtration process will involve dosing with caustic soda and alum.

Preliminary details are as follows:

Table 10: Water treatment details

Parameter Descript ion / value / comm ent

Clarification and filtration technologies Clarifier+ Gravity Filter or Sand filter

Number of streams Clarifier 50% x 2

Gravity Filter 100% x 2 or

Sand filter 100% x 2

Rated capacity of each stream 160m3/h

Raw Water storage capacity 17,700m3

Potable Water System 2m3/h, Activated carbon filter + NaOCl dosing



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The raw river water may be dosed with chlorine (as a biocide) in order to prevent biological growth while towater is stored in the raw water reservoir – especially during outages.

Filtered water will be used

• As make-up for the cooling tower (see above);

• As make-up to the demineralised water treatment plant;

• To generate potable water; and

• As a fire water supply.

It is expected that the demineralisation plant will be a conventional ion exchange based plant with a mixed bedpolisher.

Preliminary details are as follows:

Table 11: Filtered water details


Type Ion Exchanger

Stages of treatment Activated carbon + 2B3T ion exchange + Mixed BedPolisher

Number of Streams 2

Rated Capacity of Each Stream 12 m3/h

Demineralised water storage tank capacity 500 m3

Preliminary details for the potable water system are as follows:

Table 12: Potable water system details


Type Ion Exchanger

Stages of treatment Activated carbon filtration plus NaOCl dosing

Capacity 2 m3/h

6.7.4 Water steam cycle chemical treatment

Chemicals will also be used to help control the chemistry of the water and steam in the water/steam cycle.Preliminary details are as follows:

Table 13: Chemical treatment details


HRSG chemical treatment programme Ammonia, Phosphate, Carbohydrazide

Ammonia

Injection point CEP discharge & HP/IP feed pump suction (provision

Chemical strength 1% wt/vol

Dosage per litre of product water 3 mL/L



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Phosphate

Injection location HRSG HP and IP drums

Chemical strength 1% wt/vol

Dosage per litre of product water 3 mL/L

Carbohydrazide or equivalent

Injection location Deaerator outlet & provision for dosing at CEPdischarge

Chemical strength 1~2% wt/vol

Usage per litre of product water 0.1 mL/L

A sampling system will monitor the quality of the water and steam in the system. The station staff will use thesample results to adjust the dosing systems, so that the chemistry is acceptable while minimising chemicalusage.

6.7.5 Wastewater treatment

The plant’s onsite wastewater treatment systems will include systems for non-clean stormwater, normalwastewater, abnormal waste water, oily waste water and sanitary water. A preliminary P&ID for the system isincluded in Appendix B.

The following systems are envisaged:

Table 14: Wastewater treatment details

System / param eter Descript ion / value / comm ent

StormwaterOily or potentially oily stormwater will drain to the oilywater pond where the oil will be separated in a CPItype separator, after which the clean water may bedischarged from Site

The design will avoid or minimise the potential forstormwater to become contaminated with chemicalsother than oil. Where this is not possible, stormwaterfrom those areas will be collected and sent to thenormal waste water pond.

Clean stormwater will be collected and either re-usedin the process – perhaps in the cooling water system,to reduce make-up water requirements – or dischargedfrom Site with the other effluents.

Oily Drains Oily drains will be sent to the oil water separator

Process drains – e.g. from the water steam cycle,the demineralisation water treatment plant,blowdown from the cooling tower

Process drains will be sent to the waste water pond forpH adjustment and further treatment before beingdischarged off site.

Compressor water wash effluents Effluents from the compressor water washing systemswill be collected in a dedicated tank to be emptied viaroad tanker and disposed of separately.

Sanitary wastewater These effluents will be treated in a package sewage



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treatment plant

6.7.6 Fire Fighting System

The plant fire detection and protection system will be designed in accordance with the local fire codes and therequirements of NFPA 850.

The following systems are envisaged:

Table 15: Firefighting details


Deluge systems GT-Generator Step Up Transformer

ST- Generator Step Up Transformer

Main oil tank for Black Start Diesel Generator

Unit Aux Transformer

Sprinkler systems Cable room

Workshop

Gaseous systems Electronic room

Control Room

Switchgear Room

Gas turbine enclosures

In addition to these systems, there will be

• A ring main with hydrants; and

• Portable fire extinguishers located strategically around the installation.

6.7.7 Lighting

Outdoor artificial lighting including flood lights will be installed at suitable locations. Pole mounted, high pressuresodium vapour lamp fixtures will be used for the approach and work roads. A combination of high pressuresodium vapour, fluorescent, and incandescent fixtures will be used for the turbine hall, HRSG platforms andgalleries as necessary. The illumination levels at the various locations will be maintained as stipulated ininternationally accepted codes.

A suitable number of lighting panels will be supplied and installed at the convenient locations throughout thePlant. In addition to the normal illumination scheme, an emergency AC and DC lighting scheme will be provided.

Aircraft warning lights will be provided on the chimney stack in accordance with local regulations and/or FAAstandards. The uppermost set of lamp fittings will be located as close as practicable to the top of the chimneyand further sets of twin lamp fittings will be located on the chimney as required by the applicable regulation /standard.

6.7.8 Security

The site will be enclosed by a security fence. Security guards will be employed undertaking regular securitypatrols of the boundary fence. A gatehouse will be provided and this will be located on the access road prior toentering the site.



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6.8 Labour requirements

The operation of the plant will require approximately 60 full time employees. The expected organisation chart isincluded in the Appendix G.

Staff will receive comprehensive training during the construction phase – and ongoing training over the lifetimeof the Project.

Where possible, labour will be sourced locally.

During scheduled maintenance there will be additional temporary workers on site which can increase the totalup to approximately 200.



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7. Transmission Line

7.1 Introduction

An approximately 750m long, 150kV overhead line transmission (OHL) will be installed. The line will include 6transmission towers and will intercept the existing transmission line between Tenayan Switchyard and the PasirPutih Switchyard via a double phi connection. See Figure 2 below for the for the proposed line route.

To minimize the use of land use between the connection point and plant switchyard, a four circuit transmissionline concept will be adopted where possible, so that the loop-in and loop-out to and from the Pasir – Putih linecan use the same towers.

The following section provides a description of the route, pre-construction, construction and operation of thetransmission line.

7.2 Transmission Line Route

Due to the short length of the proposed transmission line, no route option study will be necessary. Theproposed route will be straight forward selected based on the following criteria:

• Maximum 500m wind span, 700m weight span, and 350m basic span;

• Maximising span lengths; and

• Land under spans will be cleared as required to meet conductor clearance to ground requirement.

The transmission line will be connected to existing line by a double phi connection method depicted in thefollowing figure.

Figure 2: 150kV Double Phi Connection



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The land for five of the towers is currently owned by private landowners.

The estimated co-ordinates of the towers and other preliminary details are provided in the following table.

Table 16: Preliminary Details for the Towers

Tow er Number Co-ordinates Number of c irc uits Ow nership

X.1780,523mE

2 MRPR59,576mN

X.2780,568mE

2 MRPR59,589mN

X.3780,656mE

2 MRPR59,547mN

X.4780,527mE

2 MRPR59,452mN

X.5780,926mE

2Private

59,456mN

X.6780,726mE

2Private

59,222mN

X.7781,034mE

2Private

59,478mN

X.8780,937mE

2Private

59,270mN

X.9781,106mE

2Private

59,312mN

Notes:

• the route/corridor depicted above is almost finalised. The line will run in this general area. It could bethat there may need to be one or two more towers off-site, but they would be in this general area.

• TP.10, TP.11, TP.12, and TP.13 already exist and would be modified as part of the project.

The Right of Way (RoW) for the transmission line will be approximately 25m wide. The towers will requirefootings covering approximately 40m x 40m each. Tall vegetation will be trimmed in the RoW to obtain thenecessary conductor clearance of 8.5m as per SNI 04-6918-2002.

7.3 Pre-Construction and Field Surveys

Prior to construction commencing, field surveys and land acquisition works will be carried out

MRPR will conduct field surveys of the site, including topographical survey, geological and geotechnicalinvestigations of the soil, in order to collect the data required to finalise the location and design of thetransmission line. There will also be baseline survey activities for the preparation of the Environmental andSocial Impact Assessment (ESIA) and UKL-UPL for the Special Facilities.

There are no settlements or residences along the route.



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7.4 Construction

7.4.1 General

The design and construction of the transmission line will take approximately 8 months.

The construction workforce will be approximately 50 and it is expected the bulk will come from the localcommunity. The workforce will include:

• Civil works

• Steel erectors

• Mechanical fitters

• Welders

• Electricians and linesmen

• Instrumentation technicians

• Crane-drivers

• Scaffolders

• Painters

• Labourers, and

• Support staff

The staffing schedule in Appendix D includes the workforce associated with the construction of the transmissionline.

Materials required for the construction of the transmission line include the conductors (ACSR 450mm2), earthwire, insulators, and steelwork for the tower sections. Other materials such as sand, stone, portland cementand reinforcement will be required for the foundations.

7.4.2 Erection of Towers

Erection of the lattice towers will occur once the foundations are completely hardened.

Erection is undertaken following the steps:

• Installation of the stub (foot tower) gradually section-by-section;

• Installation of a criss-cross (diagonal) tower; and

• Installation of cross arms on the tower.

The towers will be lattice type, with the following preliminary technical specifications:

• Voltage: 150kV (Max = 170kV);

• Path length: approximately 750m;

• Number of circuits: Quadra circuit;



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• Tower type: lattice / tower steel frame;

• High of 4-circuit towers: 40 - 49m;

• Conductor / phase: 4 x 450mm2 ACSR;

• Insulator / insulator: Ceramics

• Carrying capacity: 400MVA / circuit.

In general, the transmission towers consist of the following components:

• Stub: the bottom of the foot of the tower, mounted in conjunction with the installation of the foundationand fastened to the foundation.

• Leg: tower foot which is connected between the stub and the tower body.

• Common body: the bottom of the tower body which is connected between the leg and the top of thetower body (super structure).

• Super structure: tower upper body connected to the common body and the cross arm phase wire andlightning wire.

• Cross arm: the part of the tower which supports the insulators and conductors.

Typical 2-circuit and 4-circuit transmission tower designs are presented in the following Figures.

A typical 4-Circuit Lattice Tower Typical 2-circuit dead-end towerinterfaced to the plant gantry

Typical 2 circuit lattice tower forintercepting existing line

Figure 3: Typical 4-circuit and 2-circuit tower designs

7.4.3 Conductor Wire Stringing

Conductor wire drawing activities carried out in the following order:

• Installation of insulators and equipment;

The linked image cannot be displayed. The file may have been moved, renamed, or deleted. Verify that the

link points to the correct file and location.



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• Stringing of the wire conductors, wire retaining lightning and ground wire; and

• Setting sag and tension.

Stringing the conductor wires between the towers will be carried out using pullies and winches. Stringing isundertaken once the insulators are mounted in place on the towers.

Stringing of conductor wires will be performed per phase, for each bundle there are two (2) wire conductors perphase. The stringing is undertaken for two (2) conductors simultaneously. Because the conductor should nottouch the ground, it is necessary to maintain tension (pull so that the conductor is always tense), therefore inaddition to the winch machine, it is necessary brake machine that maintains the conductor sag at the correctamount. To obtain the desired tension this is done by pulling the conductor slowly while removing the armatureslowly from the conductor drum.

7.4.4 Safety Inspection prior to operation

Once the electrical installation work has been completed, it will be tested before it is operated. The scope oftesting activities is as follows:

a. Visual Examination:

• Check the condition of the tower (e.g. everything is in good condition, no parts are rusty, including itsnuts and bolts);

• Check the condition of the insulators, (e.g. whether everything is in good condition and clean, nothing isbroken or cracked, no deformation); and

• Check the condition of conductors, ground wires and joint sleeves.

b. Construction inspection:

• Examine all components installed and compare them with specifications and regulations.

c. For certain work items that cannot be seen by naked eye, then testing using test equipment ormeasuring devices will need to be undertaken:

• Testing isolation insulators, insulation resistance between phase to phase and phase insulationresistance between the neutral wire. Test equipment includes Mega Ohm Meter / Megger / InsulationResistance Tester.

• Ground earthing, using test equipment or measuring devices such as Earth Resistance Tester.

After the inspection and testing activities have been carried out and the lines are certified safe for operation theymay be energised for operation.

7.5 Operation

Once constructed and operational, the transmission line will be transferred as an asset for PLN to own tooperate. Maintenance activities will be carried out to ensure the line and equipment are functioning properly.Maintenance will also include maintaining the space under the transmission line by trimming any plant growth.



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8. Gas Pipeline

8.1 General

The fuel for the project will be dry natural gas. It will be supplied via a 40km long pipeline which will connect tothe Grissik-Duri transmission pipeline (operated by PT. TGI) at an offtake location known as SV1401. A custodygas metering facility will be installed by PT. TGI just upstream of the point of interconnection. Downstream of themetering skid, the pipeline size will transfer gas to the plant.

This section of this report addresses the pipeline downstream of the metering point.

Process conditions for the pipeline as follows:

Table 17 : Gas Main Process Parameters


Tie-in point SV1401

Distance km Approximately 40

Gross Heating Value Btu/SCF 950 - 1250

Diameter inch 12

Flowrate MMSCFD Up to 46

Pipeline design pressure barg 79.3

Supply pressure at tie-in point barg Approximately 50

Delivery Pressure Barg Estimated at between 24 and 50

The pipeline will be buried and will mostly follow the existing road. Refer to Appendix F for the proposed route.

The arrival pressure will depend on the pressure of the main pipeline at the delivery point and the flowrate. Theflow rate will depend on the level of dispatch of the plant, as determined by PLN.

The pipeline design will be equipped with a pigging facility, mainly intended for piping cleaning and integritychecking. A Pig launcher will be installed at the tie-in point to the Grissik–Duri pipeline, and the receiver will beat the power station site. Sectional valves will be installed to allow pipeline isolation for maintenance or duringan emergency.

At the power plant, the gas will enter the gas reception area – described earlier.

8.2 Pipeline Route

The preferred pipeline route is shown in the following figure.1

1 MRPR is currently going through the process of land acquisition / rental, endeavouring to obtain approval fromthe relevant stakeholders. Thus, minor rerouting may be required in order to avoid permanent damage or landsettlement, all in accordance with the prevailing regulations and approvals by MIGAS.



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Figure 4: Preferred Gas Pipeline Route

The bulk of the route follows roadways approximately 5 km of which pass close to habited areas. Approximately8 km is through palm oil plantation land.

During the design stage, the pipeline classification will be determined in accordance with Mining and EnergyMinisterial Decree no. 300 (KEPMEN 300) and relevant international guidelines and standards. This processwill ensure that there is adequate separation between the pipeline and residents, businesses or other services(e.g. other pipelines for oil, water, gas etc. or power lines) close to the route. Additional safety provisions will beimplemented where deemed necessary for public safety.

The pipeline will cross several roads and streams and may run close to or under other existing services(including oil and gas pipelines and power lines). The design will incorporate safeguards in accordance with theregulations and good industrial practice in order to minimise the risk of harm or damage from constructionworks.

8.3 Construction

8.3.1 Introduction

The pipeline will be installed by CPM, a contractor with substantial experience of this type of work.

The pipeline route extends over a significant area and particular attention will be paid to matters of:

• Maintaining good relations and communication with the communities which could be affected by thework;

• Public safety;

• Traffic control; and

• Environmental protection.

8.3.2 Construction

Construction will involve:



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• Preparing the pipeline route by clearing vegetation and grading the immediate area;

• Transporting the pipe sections to the workfront;

• Welding the pipeline sections together, followed by non-destructive testing of the welds to check forflaws. Any flaws will be repaired.

• Digging and preparing the trench for the pipe – with the maximum open trench at any time likely to be500m;

• Lowering the pipe into the trench;

• Backfilling the trench and compaction; and

• General area reinstatement.

A typical Construction Execution Plan has been provided by CPM and in included in Appendix F for reference.

8.3.3 Tie-ins and final testing

The various sections of pipe will be welded together at what are referred to as tie-ins. These tie-in welds willalso undergo non-destructive testing.

Eventually, after the pipeline is complete and has been cleaned, the entire length will undergo a hydro test tocheck the integrity of the pipeline.

Once complete, the pipeline will be dried and then preserved until the power plant is ready to accept gas.

8.3.4 Construction crew and equipment

The construction team will include:

• Pipefitters

• Welders

• Crane operators and riggers, and

• General labourers.

Construction equipment will include:

• Excavators

• Bulldozers

• Dump trucks

• Cranes

• Welding machines

• Water pumps for temporary drainage systems, and

Appendix F contains further details of the estimated labour requirements and equipment mobilisation schedule.



32

AM039100-400-GN-RPT-1002 Rev 1

8.4 Operation

MRPR will operate the pipeline over the term of the PPA.

In general, the pipeline will be in service at all times. The timing of any shutdowns will have to be co-ordinatedcarefully with the gas supplier and PLN as any shutdown will result in an inability of the power station tooperate.

At the end of the PPA, ownership of the pipeline will pass to PLN.



33

AM039100-400-GN-RPT-1002 Rev 1

9. Power Plant Resource Requirements

9.1 Natural Gas

The amount of natural gas fuel required from day to day will vary depending on ambient conditions and the levelof generation requested by PLN.

Maximum daily fuel demand is estimated as follows:

Table 18: Fuel demand details

I tem Unit Value

Heat rate at 100% load Btu/kWh, HHV 6,920

Net output at full load kW 275,000

Fuel flow per hour at full load Btu/h 1,903,000,000

CV of fuel, HHV Btu/scf 1,039

Hours per day h 24

Use per day mmscf/d 44

PLN have a nominal target annual net capacity factor (NCF) of 60%. The fuel needed to achieve this annualNCF will depend on the load mix used to deliver the energy. If the 60% AF is achieved using the load mix PLNused during the IPP selection process, then fuel use over the term of the PPA is estimated as follows:

Table 19: Fuel use details

I tem Unit Value

Capacity at base load kW 275,000

Hours per normal year h 8,760

AF % 0.6

Generation required per year kWh 1,445,400,000

Average heat rate at evaluation load mix Btu/kWh, HHV 6,942

Fuel use per year Btu, HHV 10,033,966,800,000

Fuel use per year PJ, HHV 10.5

Fuel use over PPA PJ, HHV 211.7

9.2 Water

9.2.1 General

The plant will extract raw water from the Siak River for use on site. The main water consumption will be for thefollowing:

• Cooling water to cooling towers;

• Demineralised water makeup for the steam cycle;



34

AM039100-400-GN-RPT-1002 Rev 1

• Potable water for plant us; and

• Firewater.

The raw water requirements when the plant is at full load are predicted to be approximately 370m3/h with thepredominant usage being for the cooling system. Maximum demand will be in the order of 400m3/h. Most ofthe losses from the cooling system will be due to evaporation from the cooling tower. Evaporation losses willvary with steam turbine load and ambient conditions. With the evaporation of water from the cooling watersystem, the concentration of the salts and impurities in the circulating water increases. In order to control these,additional water is drained from the cooling water system. Such drained water is called blowdown. Theblowdown rate depends on the quality of the water and the design of the cooling tower fill. All requirements willbe finalised during detailed design.

The following table presents expected demands:

Table 20: Raw water demand details

User Nominal demand at full load, m 3/h

Cooling tower evaporation and blowdown 340

Water steam cycle 10

Other users and losses 20

Total 370

To minimise make-up requirements, where possible, water will be recycled – for example clean stormwater andsome process wastes can go to the cooling tower basin to reduce the need for make-up from the River.

A preliminary water balance / flow diagram for the plant is provided in the Appendix B.

9.2.2 Plant demand in context of Siak River water flow

Daily river flow data for the years 2004 to 2013 have been reviewed and the data yields the following results:

Table 21: Plant demand versus Siak River Flows

Year 2004 2005 2006 2007 2008 2009 2010 2011 2012

Minimum flow m3/h 33840 61200 29160 65160 43200 64440 33840 77040 31680

Average flow m3/h 259,200 219,600 224,280 270,000 261,000 279,720 250,920 312,480 265,680

Average takerequired m3/h 370

Take as a % ofminimum flow % 1.09% 0.60% 1.27% 0.57% 0.86% 0.57% 1.09% 0.48% 1.17%

Take as a % ofaverage flow % 0.14% 0.17% 0.16% 0.14% 0.14% 0.13% 0.15% 0.12% 0.14%



35

AM039100-400-GN-RPT-1002 Rev 1

10. Power Plant Environmental Discharges

10.1 Exhaust Stack Emissions

10.1.1 General

Emissions estimates are presented for NOx, CO, SOx, PM, and CO2 as these are the emissions of interest froma gas fired power station.

Table 22: Exhaust Stack Emissions – Per Stack

STACK Emissions Basis 100% Load

Stacks in service - 2

NOx 51 mg/Nm3 = 25 ppmvd, guaranteed by GE /Lotte g/s per stack 12.1

CO 30 mg/Nm3 = 23 ppm g/s per stack 6.5

SOx 30 ppm by weight, sulphur in fuel2 g/s per stack 0.47

PM30mg/Nm3, allowed by local regulations andguaranteed by GE/Lotte

g/s per stack 7.4

CO2

Heat Balances, Design Fuel composition, and52.5 TCO2/TJ, HHV g/kWh

383

Temperature Heat Balances °C 82.4

Exhaust Gas Velocity Estimated based on 3.8 m diameter stack m/s 20 m/s

Stack concentrations (mg/Nm3 and ppm) and are based on 15% O2, dry gas. Each stack will have a continuousemissions monitoring system (CEMS) in order to monitor emissions during plant operation.

All emissions will be within the limits outlined in the IFC/World bank guidelines and within the requirements ofthe Indonesian regulations.

The following table shows the maximum possible annual emissions, in tonnes/year, based on a Net CapacityFactor (NCF) of 93%.

Table 23: Estimated Maximum Annual CCGT Exhaust Stack Emissions,

STACK Emissions 100% Load and 93% NCF

NOx t/year 355

CO t/year 191

SOx t/year 499

PM, based on PM content in gas t/year 217

PM, based on PM concentration allowed t/year 355

CO2 t/year 860,000

2 Indonesian regulations permit exhaust concentrations of up to 30mg/Nm3. This would increase the emission rate by a factor of approximately 20.



36

AM039100-400-GN-RPT-1002 Rev 1

10.1.2 Stack Parameters

The height of the exhaust stack is assumed to be 45m.

The diameter of the exhaust stack is estimated at 3.8m.

The final height and diameter will be determined once the dispersion modelling is completed to make sure thatground level concentrations of the various pollutants do not exceed permitted levels.

10.2 Emissions to air from the cooling tower

There will be emissions to air from the cooling tower, estimated as follows:

Table 24: Emissions to air estimation details

Parameter Value

Hot humid air 3,000 kg/s of air heated by about 9.7C above ambient at 100% relative humidity

Drift Less than 1 kg/s

Expected conditions at the top of the cooling tower are:

Table 25: Cooling tower condition details

Parameter Value

exhaust temperature 35.8°C

exhaust flow 3,800 kg/s

volumetric flow rate 3,500 m3/s

Exhaust velocity 10.4 m/s

Geometry of cooling tower 73 m long x 18 m wide x 10.1 m high (top deck)

Discharge height 13 m

The cooling towers will be fitted with a drift eliminator. As such, the emission of water droplet from the top of thecooling towers (drift) will be minimal.

However, because the drift droplets will contain the same chemical impurities as the water circulating throughthe tower (concentrated salts from the incoming supply plus traces of chemicals added for process control) theparticulate matter constituent of the drift droplets may be classified as an emission. The magnitude of the driftloss will be influenced by the number and size of droplets produced within the tower, which are determined bythe tower fill design, tower design, the air and water patterns, and design of the drift eliminators.

Chemicals used in the cooling tower shall be of a type

• That will have no significant adverse effect on the environment or local community; and

• Which decompose faster than deposited on the surrounding land (and thus do not accumulate)

During the permitting process, these emissions will be modelled.

10.3 Other Air Emissions

The great majority of plant emission to air will be via the exhaust stacks. However, for completeness, thefollowing emissions may also be considered during the permitting process.



37

AM039100-400-GN-RPT-1002 Rev 1

• Condenser: Very small quantities from the air ejectors - equivalent to the dissolved gases in the steamcycle make-up -of steam and dissolved air from water.

• Heat: from generator, oil and other cooling systems.

• Steam, gas and air from vents and drains;

• Intermittent steam from emergency relief valves, CO2 if released for fire protection, etc. (althoughemergencies are not expected to occur).

• Intermittent combustion gases from the Black Start Diesel Generator and the Fire Water Diesel DrivenPump.

• Minor discharges (e.g. SF6 from electrical equipment) during maintenance.

These emissions occur in trace amounts and are generally non harmful. Therefore, further mitigation measuresbeyond good utility practice are not normally considered necessary.

10.4 Liquid Effluents

10.4.1 General

The power generation process does not produce any hazardous liquid wastes. Preliminary P&IDs for thewastewater treatment system are included in Appendix B.

The primary liquid waste streams will be treated as required before being discharged into the Siak River.

• Clean stormwater will be collected and sent to the cooling tower basin or discharged from site.

• Stormwater which could be contaminated with oil will be collected and sent to a separator, before beingdischarged to the River.

• Stormwater which could be contaminated with chemicals will be collected and sent to the wastewatertreatment plant.

• Effluent from the raw water settling and filtration process will be thickened and dehydrated. The solidswill be disposed of off-site via truck. Liquid effluents will be discharged to the wastewater treatmentplant.

• Effluents from the water treatment plant (the demineralised water plant) will be discharged to thewastewater treatment plant.

• It should be possible to maintain the chemistry of blowdown from the cooling tower to be within theeffluent discharge limits, and so this may not be treated before discharge. In the event any suchtreatment is necessary, it will be carried out in the wastewater treatment plant.

• Areas storing oils and chemicals will be bunded and drained to an operational wastewater pit fortreatment before discharge.

• Compressor water wash water will be collected in a dedicated tank and then trucked off site fordisposal.

• The design and chemical treatment regimes will be finalised once adequate river water samples areavailable.



38

AM039100-400-GN-RPT-1002 Rev 1

10.4.2 Effluent Volumes

The following table presents expected discharge volumes.

Table 26: Discharge volume details

User Nominal discharge at full load, m3/h

Cooling tower 56

Water steam cycle 2

Other users including losses from water filtration and treatment 22

Total 80

The volume of solids removed in the raw water settling and filtration process will depend on the level suspendedsolids (TSS) in the incoming water. Based on the samples available (analyses are included in Appendix B) themaximum TSS level in the River was 56mg/l. At an average intake flowrate of 370m3/h, approximately 21kg/hof solids will be removed and will have to be disposed of.

10.4.3 Effluent Volumes in context of Siak River water flow

Daily river flow data for the years 2004 to 2013 have been reviewed and the data yields the following results:

Table 27: Estimated Discharge volumes compared with River Water Flow

Year 2004 2005 2006 2007 2008 2009 2010 2011 2012

Minimum flow m3/h 33840 61200 29160 65160 43200 64440 33840 77040 31680

Average flow m3/h 259200 219600 224280 270000 261000 279720 250920 312480 265680

Average discharge m3/h 80

Discharge as a %of minimum flow % 0.24% 0.13% 0.27% 0.12% 0.19% 0.12% 0.24% 0.10% 0.25%

Discharge as a %of average flow % 0.03% 0.04% 0.04% 0.03% 0.03% 0.03% 0.03% 0.03% 0.03%

10.4.4 Effluent quality

The quality of the main effluent – blowdown from the cooling tower - will depend on the

• Incoming water quality. Salts in the original River water will likely be concentrated approximately 6times.

• Chemicals added to the cooling water system to control biocides, scaling, and (perhaps, if necessaryfrom time to time) deposits.

Water samples have been taken from the river and the results are included in Appendix B. The following tablelists the parameters to which discharge limits apply and the relevant limits, lists the maximum incoming value forthat parameter based on the samples taken, and predicts the discharge concentration for that parameter, basedon the cooling tower operating at 6 cycles of concentration.



39

AM039100-400-GN-RPT-1002 Rev 1

No allowance is made for chemicals added in the raw water treatment process or cooling water system dosing.These are normally dosed in small quantities (compared with the circulating water flow rate), and are chosen orcontrolled so that they cannot cause discharges to exceed environmental limits.

Table 28 Estimated Cooling Tower Blowdown quality based on incoming water quality

Parameter Unit Local StandardIFC/World Ba nk

GuidelineMax incoming

Discharge

quality,

assuming 6

cycle s of

concentrat ion

pH value - 6 - 9 6 - 9 6.88 controlled

Suspended Solids mg/L 100 5056

Removed in filtration

system

Chromium (Total) mg/L 0.5 0.5 <0.002 < 0.012

Copper (Cu) mg/L 1 0.5 <0.01 < 0.06

Zinc (Zn) mg/L 1 1 0.05 < 0.3

Iron (Fe) mg/L 3 1 1.168 < 1

Free Chlorine (Cl2) mg/L 0.5 0.2 controllable

Oil and grease mg/L 10 102.4

Removed in

separator

Phosphate (PO4-)** mg/L 10 silent 0.862 5.172

Lead (Pb) mg/L silent 0.5 <0.005 < 0.03

Cadmium (Cd) mg/L silent 0.1 <0.002 < 0.012

Mercury (Hg) mg/L silent 0.005 <0.0005 < 0.003

Arsenic (As) mg/L silent 0.5 <0.005 < 0.03

Temperature °C silent

Less than 3°C above

ambient water

temperature at edge

of mixing zone at

discharge. This

Zone shall be

established during

permitting.

Raw blowdown

temperature will be

31.6 at design case,

and temperature will

drop between site

and river

Note, the measured incoming Iron level exceeds the effluent guideline value. The non-soluble content will beremoved by filtration. The soluble content will be removed by aeration, clarifying (coagulation / flocculation /sedimentation) and filtration. It is expected that the iron level entering the cooling tower basin will be between0.05 ~ 0.10 ppm. Even after concentrating 6 times, the iron content in any discharge will be lower than 1.0 mg/Las Fe, and so will comply with the guidelines. The iron level will be monitored and effluent may be routed to thewastewater treatment system if it happens that the discharge limit will not be met. The wastewater treatmentsystem also has aeration, clarifying and filtration facilities and these would reduce the iron content to meet thespecification.

The blowdown will be taken from the cold water stream leaving the cooling tower rather than the hot waterstream flowing to it from the plant. The temperature of the blowdown will depend on several factors, mostnotably:

• The thermal load on the condenser. This which will depend on the steam flow which is a function of the

plant output at the time.

• Ambient wet bulb temperature at the time. The ambient wet bulb temperature sets the absolute lowerlimit for the cold water temperature. The temperature by which the cold water will exceed this is knownas the approach and this is normally in the order of 5 to 8°C. For this project, the preliminary design is



40

AM039100-400-GN-RPT-1002 Rev 1

based on an approach of approximately 6.3°C. As ambient conditions vary, the wet bulb varies but the

approach remains almost constant.

At the design conditions (plant operating at full load, at 28°C and 85% RH) the wet bulb temperature is 25.2°Cand it is estimated the blowdown will be 31.5°C. At the hottest ambient conditions (estimated to be 35°C and50% RH), the wet bulb will drop to 26.2°C and it is estimated the blowdown will be 32.2°C if the plant isoperating at full load at the time.

All effluents will be collected and neutralised as required so that the effluent quality will meet the local and IFC /World Bank EHS Guidelines.

10.4.5 Estimated annual water use and discharges

Likely maximum annual water use and discharge volumes are:

Table 29: Annual water use and discharge details

100% Load a nd 93 % AF

Water Use m3/year 2,6000,000

Effluent m3/year 650,000

10.5 Noise emissions

10.5.1 General

The power plant will generate noise when in operation. Noise levels from the Project will not exceed theIndonesia and World Bank / IFC noise limits. The noise level in the control room will not exceed 55dB(a).Warning sites will be provided at all entrances to rooms and operating areas where the noise levels exceed75dB(A). The noise emissions are outlined in the Table below.

Table 30: Noise emissions details

Project locat ion Allow able Noise emissions

At the plant boundary under normal operation 70dB(A)

1 m from major equipment 85dB(A)

Within central control rooms 55dB(A)

10.5.2 Impact on neighbours

The project site boundary is located approximately 2 km from the nearest residential areas. There is littlelikelihood of a significant noise impact on these areas from the power station during the operational stage.

In any case, the plant will follow good design and construction practices and implement the mitigation measuresincluding those described below.

The main sources of noise emissions will be the:

• Gas Turbines;

• Gas Compressors (if required);

• HRSG;

• Cooling tower; and



41

AM039100-400-GN-RPT-1002 Rev 1

• Transformers

Noise reduction measures in the design will include:

• Silencing of the gas turbine inlets;

• Locating the steam turbine inside a building;

• Limiting noise emissions from any gas compressors, building ventilation fans, transformers etc.;

• Buildings will be lined and cladded as required;

• Safety valves will have silencers fitted, where necessary; and

• Noise sources will be directed away from the most sensitive receptors.

The EPC Contractor will implement measures to achieve the maximum allowable noise levels of 85dBA at 1mfrom the equipment and 70dBA at the plant boundary.

Noise will be monitored during operation to check that, other than during emergencies, noise emissions arewithin the acceptable limits, identified below.

Table 31: Noise reduction details

Source of Noise Criteria Noise Criteria

Day-t ime Night-t im e

LAeq1 hr LAeq1 hr

World Bank Guidelines Industrial / Commercial 70 dB(A) 70 dB(A)

Residential 55 dB(A) 45 dB(A)

10.6 Solid Waste management

The power plant will not produce any bulk solid wastes such as ash or sludge as are generated in a coal firedpower station or some industrial processing facilities. Solid wastes are minimal and will generally be as theresult of maintenance or housekeeping activities and may include items such as

• Old pipework, steel work, cabling, instrumentation etc., replaced due to upgrades or modifications;

• Consumable items e.g. oil and air filters; and

• Maintenance items, e.g. rags, containers for paints or chemicals etc.

Where possible, items will be recycled. Otherwise, solid wastes will be disposed to a licensed facility nearby.

10.7 Hazardous and toxic substances

According to the Indonesian Government Regulation No. 101 Year 2014 on the Treatment of Hazardous andToxic Waste, a hazardous substance is a substance, energy, and/or other components that is due to itsproperties, concentration and/or quantity, either directly or indirectly, can pollute and/or damage theenvironment, and/or endanger the environment, the health and well-being of human and other living creatures.

The following is a list of typical chemicals and their storage quantities for CCGT plant of this size.



42

AM039100-400-GN-RPT-1002 Rev 1

Table 32 - Sample list of Chemicals Stored Onsite for a Typical Combined Cycle Plant

Chemical/Product Storage

Quantity

Genera l Use of Chemical

Sulphuric acid 10,000 L Demineralisation system

Hydrochloric acid 10,000 L Demineralisation and cooling watersystems

Scale inhibitor 10,000 L Cooling water systems

Caustic (e.g. NaOH) 10,000 L Demineralisation system

Turbine oils (e.g. Terrestic 32 or 68, Exxon) 5,000 L Turbines, pumps, air compressor,lubrication

SAE 15 W - 40 Oil 600 L Diesel fire pumps

Hydraulic fluid 1,000 L Steam turbine electrohydraulic fluid

Ammonia (NH3) Boiler water treatment

Trisodium Phosphate 100 kg Boiler water treatment

Sodium Hypochlorite 100 L Water treatment biocide for rawwater and possible for cooling water

Insulating Oil (non PCB) 1,000 L Transformers

O2 Scavenger 500 L Deaerator tanks

Misc. Chemical Reagents for WaterLaboratory

50 kg Water testing lab chemicals

Water Wash Liquid 1,000 L GT water wash

CO2 4,000 kg Fire protection

Miscellaneous oils, reagents, chemicals, thinners etc. used for O&M activities

The hazardous substances listed are not waste products but chemicals used in the general maintenance of thestation.

All chemicals and hazardous substances will be stored in secure locations on site and waste materials will betrucked from site for proper disposal where appropriate.

.



AM039100-400-GN-RPT-1002 Rev 1

Power Plant Site Location and Layout Drawings

1 2 3 4 5 6

1 2 3 4 5 6

A

B

C

D

A

B

C

D

A3

DRAWING No

DATE

DRAWING CHECK

DESIGN REVIEWDESIGNED

DRAWN

CLIENT

REVIEWED

DATE

APPROVED

SCALE

TITLE

REV

REV DATE REVISIONDRAWN REV'D APP'D

PROJECT

GENERAL AREA, FOOTPRINT,

AND SERVICE CONNECTIONS

AS SHOWN AM039100-300-GN-DRG-0001 E

MEDCO RATCH POWER RIAU

RIAU 275 MW GFPP.

JL .

EM .

.

.

EM

.

A 29/06/17 JL EM EM PRELIMINARY ISSUE

B 06/12/17 JL EM EM REVISED ISSUE

C 08/01/18 JL EM EM REVISED GRID CONNECTION

D 18/01/18 JL EM EM REVISED WATER PIPELINE

E 22.03.18 JL EM EM REVISED WATER PIPELINE

PRELIMINARY FOR INFORMATION ONLY

Suite E-13A-20, Level 13ABlock E, Plaza Mont' Kiara, 2 Jalan KiaraMont' Kiara, KUALA LUMPUR 50480MALAYSIA

Tel: + 60 3 6204 6688Fax: +60 3 6204 6698Web: www.jacobsskm.com

5,000

6,0

00

5,000

6,0

00

6,0

00

20

05

,80

0

50

0

6,0

00

20

04

,80

0

50

0

5,000 5,000

1,0

00

Riau GFPP (275MW) IPP Project

AGENCY OF THE MINISTRY OF MINES AND ENERGYGOVERMENT OF THE REPUBLIC OF INDONESIA

PT Medco Ratch Power Riau 0

Water Intake Pipeline

Water Intake Pipeline 3km x 6m width (2m pipe + 4m workway)

0°33'59.88"N

101°31'7.70"E

=

780357.29 m E

62691.00 m N

Government doesn’t have

coordinate yet, this is

only estimation from Map

given by Government

0°32'34.61"N

101°30'54.60"E


Access Road

Access Road (two- lane) 28 m x 200 m

8m is paving road and 10mx2(both side) is slope area

Lokasi Koordinat

Entrance at site boundary(FGL +28m)

780570.00 m E59953.00 m N

Outer Ring Road (using google mapGL +16m)

780570.00 m E60153.00 m N

10m 8m 10m


Access Road (two-lane) 28 m x 200 m

8m is paving road and 10mx2(both side) is slope area

Required area remains unchanged.

10m 8m 10m

Location Coordinate


780570.00 m E59953.00 m N


780570.00 m E60153.00 m N

Location Coordinate


780488 m E59949.00 m N


780488.00 m E60149.00 m N

✌ Previous Coordinate

✌ Revised Coordinate

LEC revise access road location by following water intake

pipeline. Around 82m to shift from previous location.

Revised plot plan will be provided later if Owner need to

receive it.

☛ LEC - Coordinate for Access Road (move to left)


82m to left

☛ LEC - Access Road (move to left)


Start point at site boundary Finish point nearby siak river

780476.00 m E59945.00 m N

780357.29 m E62691.00 m N

(This coordinate is suggested by Owner. LEC willfollow this location.)

☛ Location for Water intake pipe line (including discharge pipeline)

Coordinate


Previous

water line

82m to left

Revised

water line

Revised water intake line (purple)

Previous water intake line (red)

☛ LEC – Revised water intake/discharge pipe line route


☛ LEC – Revised water intake facility location

Water intake facility to move around 120m left according to suggestion by Owner. In addition,

facility is needed 30m from the edge of river. Required area (50m x 40m) remains unchanged.

120m to left

Intake/outfall line

30m from the edge of river

☛ Possible Location for temporary jetty / RoW

Inside Tenayan CFPP Area adjacent to labor camp in Tenayan

To use permanent or temporary jetty in Tenayan

CFPP

To build temporary jetty in siak river bank adjacent

to Tenayan CFPP

Coordinate : 781196.00 m E 63803.00 m N( Location is indicated as above “ ” )

Temp. Jetty / 70 m x 100 m

100m

70m

III. Temporary Jetty (option 1)

☛ Temporary Jetty to Site Route / RoW (5.3 km)

☛ Preliminary Temporary Jetty Design

59.5695

30.0167

23.4037

3.2001

3.0226

1.85464.3330

1.3104

<Description>

For tunnel, sheet pile & wire sling for stud will be installed in both wall of tunnel.For head (red area), splitstone and sandbag will be installed in river bank.Dredging will be required subject to siak river condition of river bottom. (green area)To construct temporary jetty, it takes 3~ 4 months. (To remove jetty, 1 month to be required)Temporary jetty`s capacity is upto 270ft barge available.

<Permit>

1. Temporary jetty/ dredging permit from...- Dept. of Transportation- Directorate of River transportation- Directorate of port and dredging facilities- Local port & authorities in Riau

2. Evaluation of safety for environmental impact by localNGO(s) and local leaders



AM039100-400-GN-RPT-1002 Rev 1

Water Flow / Balance Diagram and Other WaterRelated Drawings and Information

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CERTIFICATE OF ANALYSIS COA 5.8 NO : GS.COA.03.2016.031 Terbitan : A

TESTING FACILITY : BANDUNG Revisi : 00

JOB NO. : 16/031 CLIENT : PT. HEXA INTEGRA ELECTRICA DATE RECEIVED : 03 March 2016 SAMPLED BY : Client. TIME OF ANALYSIS : Commenced 04 March 2016 until 17 March 2016. TEST METHOD : Waters analyzed in accordance with the procedures published by the American Public

Health Association (APHA, 2012), PT. Geoservices Environmental Laboratories WILAB 5.0.

Lab. No : B 001 Client ID : AIR SUNGAI

Parameter Unit Result Method

Physical

pH (25�C) 6.0 APHA 4500 H+ B - 2012

Electrical Conductivity ✁✂✄☎✆ 49 APHA 2510 B - 2012

Turbidity NTU 17 APHA 2130 B ✝ 2012

Total Suspended Solids (TSS) mg/L < 10 APHA 2540 D - 2012

Chemical

Total Hardness (as CaCO3) mg/L 10 APHA 2340 B - 2012

Total Alkalinity (as CaCO3) mg/L 9 APHA 2320 B - 2012

Chloride (Cl) mg/L 6 APHA 4500 Cl--C - 2012

Sulfate (SO4) mg/L 9 APHA 4500 SO4 E - 2012

Dissolved Silica (SiO2) mg/L 18 APHA 3111 B - 2012

Dissolved Iron (Fe) mg/L 1.1 APHA 3113 B - 2012

Dissolved Aluminum (Al) mg/L 3.9 APHA 3113 B - 2012

Dissolved Manganese (Mn) mg/L < 0.02 APHA 3111 B - 2012

Dissolved Calcium (Ca) mg/L 2.8 APHA 3111 D - 2012

Dissolved Magnesium (Mg) mg/L 0.8 APHA 3111 B - 2012

Dissolved Sodium (Na) mg/L 3.9 APHA 3111 B - 2012

Dissolved Potassium (K) mg/L 2.2 APHA 3111 B - 2012

Nitrate (NO3) mg/L 1.2 APHA 4500 NO3E - 2012

Nitrite (NO2) mg/L 0.043 APHA 4500 NO2 B - 2012

Bicarbonate (HCO3) mg/L 11 APHA 2320 B - 2012

Carbonate (CO3) mg/L < 1 APHA 2320 B - 2012

Hydroxide (OH) mg/L < 1 APHA 2320 B - 2012

Total Phosphate (PO4) ✝ P mg/L 0.19 APHA 4500 E - 2012

Chemical Oxygen Demand (COD) mg/L 27 APHA 5220 D - 2012

Dissolved Oxygen (DO) mg/L 7 APHA 4500 O - C

page 1 of 2

The results of these tests relate only to the sample(s) submitted. This report shall not be reproduced except in full without the written approval of the testing laboratory [Hasil analisa ini hanya berlaku untuk sampel yang diterima. Laporan ini tidak boleh direproduksi sebagian tanpa ijin tertulis dari laboratorium penguji]

CERTIFICATE OF ANALYSIS COA 5.8 NO : GS.COA.03.2016.031 Terbitan : A

TESTING FACILITY : BANDUNG Revisi : 00

JOB NO. : 16/031 CLIENT : PT. HEXA INTEGRA ELECTRICA DATE RECEIVED : 03 March 2016

SAMPLED BY : Client. TIME OF ANALYSIS : Commenced 04 March 2016 until 17 March 2016. TEST METHOD : Waters analyzed in accordance with the procedures published by the American Public

Health Association (APHA, 2012), PT. Geoservices Environmental Laboratories WILAB 5.0.

Lab. No : B 001

Client ID : AIR SUNGAI

Parameter Unit Result Method

Physical

Biochemical Oxygen Demand (BOD) mg/L < 1 IK 5 � 6.71

Total Dissolved Solids (TDS) mg/L 25 IK 5 � 6.2

Bandung, 17 March 2016 ---------------------------------- ---------------------------------------

Checked Approved Signatory Nengsih Lasmijati Kosasih

Analyst Laboratory Manager

page 2 of 2

The results of these tests relate only to the sample(s) submitted. This report shall not be reproduced except in full without the written approval of the testing laboratory [Hasil analisa ini hanya berlaku untuk sampel yang diterima. Laporan ini tidak boleh direproduksi sebagian tanpa ijin tertulis dari laboratorium penguji]

Addit ional Siak River water quality information

No. Analyzed items Unit Result

1 Turbidity NTU 26.7

2 Total suspended solids mg/l 41.0

2a Total dissolved solids mg/l 48.2

3 pH ---- 6.16

4 Total Hardness Meq/l

5 Total Alkalinity: CaCO3 mg/l

6 Dissolved Silica: SiO2 mg/l

7 Iron (Fe+2 +3

) mg/l 1.168

8 Aluminum (Al+3

) mg/l

9 Manganese (Mn+) mg/l 0.067

10 Calcium (Ca+2

) mg/l

11 Magnesium (Mg+2

) mg/l

12 Sodium & Potassium (Na+ + K+

) mg/l

13 Chloride (Cl-) mg/l

14 Sulfate (SO4-) mg/l 0.022

15 Nitrate (NO3-) mg/l 1.204

16 Nitrite (NO2-) mg/l 0.083

17 Bicarbonate (HCO3-2

) mg/l

18 Carbonate (CO3-2

) mg/l

19 Hydroxide (OH-) mg/l

20 Phosphate (PO4-3

) mg/l 0.862

21 Total Dissolved Solids mg/l 48.2

22 Dissolved Oxygen mg/l 5.1

23 BOD mg/l 20.3

24 COD mg/l 81.1

25 Conductivity ✂S/cm

Source:

Vol. 1: Final Master Plan – Pekanbaru Report of the IndII Wastewater Investment Master Plan - Package III Project 2011 (Data of

sample ST 1: Siak I Bridge (Jl. Satrio – Rejosari):



AM039100-400-GN-RPT-1002 Rev 1

Site Investigation

Project:

Soil Investigation, Soil Improvement, and

Topography Study of

Gas Fired Power Plant Project 275 MW

In Riau, Indonesia ❚�✁❛②❛✁ ❘❛②❛ ❉✂✄☎r✂✆☎✝

P�✞❛✁✟❛r✠ ❘�✡�✁✆②✝

❘✂❛✠ Pr☛☞✂✁✆�

Draft Final Report

Year 2017

DRAFT

Site Investigation of Riau GFPP (275 MW) 15/06/2017

PT Wahana Guna Mandiri for PT Medco-Ratch Power Riau

Prepared by : Checked by / Date :

A R Muttaqien

Budi Cahyadi Maryodi

Fadhli / 16 June 2017

Dist r ibut ion : Approved by / Date :

………. …….

………………. / …. June 2017

DRAFT i



Table of Contents

Table of Contents .................................................................................................................. i

List of Figures ...................................................................................................................... iii

List of Tables ....................................................................................................................... iii

1. Introduction .................................................................................................................. 1

1.1 Background ......................................................................................................... 1

1.2 Project Location ................................................................................................... 1

1.3 Scope of Works .................................................................................................... 2

1.4 Report Organization .............................................................................................. 2

2. Topography .................................................................................................................. 4

2.1 General ............................................................................................................... 4

2.2 Survey Methodology ............................................................................................. 4

2.3 Reference Coordinate ............................................................................................ 6

2.4 Benchmark Installation ......................................................................................... 6

2.5 Horizontal Control (Traverse) Measurement ............................................................. 6

2.6 Vertical Control Measurement ................................................................................ 6

2.7 Measurement of Detailed Situation ......................................................................... 7

2.8 Data Processing and Drawing ................................................................................. 7

2.9 Analysis of Topography Survey............................................................................... 8

2.10 Survey Result ...................................................................................................... 8

2.11 Quantity of Cut/Fill and Recommended Level ........................................................... 9

3. Geotechnical Investigation ............................................................................................ 10

3.1 Geology and Geotechnical Site Investigation Methodology ....................................... 10

3.2 Geological Condition ........................................................................................... 12

3.3 Core Drilling and Insitu Test ................................................................................. 13

3.4 Chemical Properties ............................................................................................ 18

3.5 Geoelectrical Survey ........................................................................................... 19

3.5.1 Implementation of Survey Works ............................................................ 19

3.5.2 Result of Geoelectrical Survey ................................................................. 21

3.6 Geotechnical Investigation and Foundation ............................................................ 22

3.6.1 Recommendation of Design Parameter ..................................................... 22

3.6.2 Shallow Foundation ............................................................................... 25

3.6.3 Deep Foundation ................................................................................... 27

3.6.4 Settlement ........................................................................................... 35

DRAFT 2 of 4 5



3.6.5 Slope Stability ....................................................................................... 38

3.6.6 Liquefaction .......................................................................................... 41

4. Comparison to Location Alternative 1 ............................................................................. 42

4.1 Soil Type and Stratification .................................................................................. 42

4.2 Soil Plasticity Behaviour ...................................................................................... 42

4.3 Soil Strength and Stifness ................................................................................... 42

5. Conclusion and Recommendation ................................................................................... 43

LI ST OF APPENDI X

Appendix A: Topogrpahy Map

Appendix B: Description of Benchmark

Appendix C: Borehole Log

Appendix D: Photo of Drilling Activity and Core box

Appendix E: Data and Interprertation of Geoelectric Survey

Appendix F: Result of Soil Mechanc Laboratory

Appendix G: Result of Water Quality and Soil Chemistry

Appendix H: Photo Documentation

DRAFT 3 of 4 5



List of Figures

Figure 1 - 1 Project Location ........................................................................................................................... 1

Figure 3 - 1 Typical bedrock encountered at investigation. ................................................................................ 13

Figure 3 - 1 Map layout of soil investigation and geoelectric survey. ................................................................... 14

Figure 3 - 2 Documentation of drilling acitivity at investigation area ................................................................... 18

Figure 3 - 4 Implementation of geoelectrical survey at investigation area ........................................................... 20

Figure 3 - 5 Layout of geoelectrical survey ...................................................................................................... 21

Figure 3 - 6 Geological cross section based on geoelectrical data (section GL-1 to GL-3). ...................................... 22

Figure 3 - 7 Undraned shearing resistance vs adhesion factor. ........................................................................... 28

Figure 3 - 8 Undrained shear strength vs adhesion factor.................................................................................. 31

Figure 3 - 9 Immediate settlement curve. ....................................................................................................... 37

List of Tables

Table 2 - 1 List of topographic surveying standard. ............................................................................................ 4

Table 2 - 2 Analysis of Topography survey ........................................................................................................ 8

Table 2 - 3 Coordinate of installed benchmark. .................................................................................................. 8

Table 2 - 4 List of survey result ....................................................................................................................... 8

Table 3 - 1 Applied standard reference of geotechnical investigation. .................................................................. 10

Table 3 - 2 Permeability level (SNI 2436 : 2008) ............................................................................................. 12

Table 3 - 3 Summary of lithology unit for each borehole location. ...................................................................... 14

Table 3 - 4 SPT field record of BH-01. ............................................................................................................. 15



Table 3 - 7 Permeability insitu test results. ...................................................................................................... 17

Table 3 - 8 Summary of ground water quality result ......................................................................................... 18

Table 3 - 9 Summary of Soil Chemistry result .................................................................................................. 19

Table 3 - 1 0 Summary of ground water quality result. ...................................................................................... 19

Table 3 - 1 1 Parameter design of BH-01. ........................................................................................................ 23



Table 3 - 1 4 Bearing capacity of shallow foundation based on SPT of BH-01. ....................................................... 26

Table 3 - 1 5 Bearing capacity of shallow foundation based on SPT of BH-02. ....................................................... 26

Table 3 - 1 6 Bearing capacity of shallow foundation bsed on SPT of BH-03. ......................................................... 27

Table 3 - 1 7 Bearing capacity of deep foundation at BH-01 using bored pile based on SPT data. ............................ 28

DRAFT 4 of 4 5



Table 3 - 1 8 Bearing capacity of deep foundation at BH-02 using bored pile based on SPT data. ............................ 29

Table 3 - 1 9 Bearing capacity of deep foundation at BH-03 using bored pile based on SPT data ............................. 30

Table 3 - 2 0 Bearing capacity of deep foundation using driven pile based on SPT data with pre-boring at BH-01. ..... 32



Table 3 - 2 3 Bearing capacity of deep foundation using driven pile based on SPT without pre-boring at BH-01. ....... 34



Table 3 - 2 6 Allowable bearing settlement of BH-01. ........................................................................................ 37



Table 3 - 2 9 Safety factor for 75 degrees inclination. ........................................................................................ 39





DRAFT 1 of 4 5



1 . I nt roduct ion

1 .1 Background

Energy has an important role to support regional development, especially in support of other

development sectors. For those reasons, the energy development have targets to provide

adequate energy.

In line with the growth of regional development, the demand for energy, particularly electricity

will continue to rise. Likewise in the next few years with the transition process of rural

communities into urban communities will drive the need for energy.

In order to meet the demand for electricity in accordance with RUPTL 2016-2025 to provide

the load demand of Pekanbaru area, especially the management of primary energy, PLN offers

private party to build a Gas Engine Power Plant (GFPP) with 275 MW capacity, which is MRPR

(Medco Ratch Power Riau).

In preparation of construction the GFPP (275 MW) is necessary to prepare Feasibility Study,

Engineering Design, and Tender Documents. Therefore, before the implementation of the

necessary physical development, is necessary the study based on primary data (based on

survey and investigation) and laboratory test results to determine feasibility of the project.

1 .2 Project Locat ion

The selected site is located at Badak Village, Badak Jaya Sub-District, Tenayan Raya District

Pekanbaru Regency, province of Riau. The site location can be reached by air plane from

Jakarta through Pekanbaru Airport, it takes 1 hour by car or land transportation to reach the

project site.

Figure 1 - 1 Project Locat ion

Project location

DRAFT 2 of 4 5



1 .3 Scope of W orks

The Site Investigation was includes Topographic survey, Geoelectrical survey and modeling,

Geotechnical Investigation. A summary of the scope of work for this site investigation typically

include the following:

1. Topographic Survey. Performing topographic survey about 9.5 ha area and establishment

of 2 units of Benchmark.

2. Leveling measurement to reference Benchmark

3. Performing 3 (three) points of core drilling, with 30 meter depth each and total 90 meter.

The investigation includes:

� Standard penetration test (SPT) every 1.5 meter depth of drilling.

� Permeability test every 5 meter depth of drilling.

� Extraction of undisturbed sample (UDS) as much as possible (if required).

� The core shall be store in core box, one box for 5 meter cores.

4. Geoelectrical measurement about 3 (three) points.

5. Laboratory Analysis of Soil Mechanic with following parameters:

a. Index Properties :

� Moisture Content

� Unit Weight

� Specific Gravity

� Grain Size Analysis

� Atterberg Limits

� Compaction standard and modified test

� Amount of material finer than No. 200 Sieve. b. Mechanical Properties :

� Triaxial Compression test

� Consolidation Test

� Direct Shear Test

� Unconfined Compression Test

6. Geotechnical analysis and recommendation shall includes:

� Design parameter of shallow foundation

� Design parameter of deep foundation

Other geotechnical recommendation: Excavation criteria; Recommendation on soil

improvement; Coefficient of permeability and Slopes (steepness) of excavation.

1 .4 Report Organizat ion

Continuing the first chapter was Introduction aspect, this report is organized in to following

section:

� Chapter – 1: Introduction

� Chapter – 2: Topography

� Chapter – 3: Geotechnical Investigation

� Chapter – 4: Comparison of geotechnical analysis with previous study

� Chapter – 5: Conclusion and Recommendation

In an integrated book, this report is complement by following appendices:

� Appendix A: Topography Map

� Appendix B: Description of Benchmark

� Appendix C: Borehole Log

DRAFT 3 of 4 5



� Appendix D: Photo of Boring Activities and Core Boxes

� Appendix E: Data and Interpretation Curve of Geoelectrical survey

� Appendix F: Result of Soil Mechanic Laboratory

� Appendix G: Result of Groundwater Quality and soil Chemistry

� Appendix H: Photo Documentation

DRAFT 4 of 4 5



2 . Topography

2 .1 General

Location of Topography Measurement are at future GFPP 275 MW area (alternative 2), which

is slightly hilly. The survey located area at coordinates 0°32'23" N, 101° 31' 13.6" E.

2 .2 Survey Methodology

Topographic survey is performed at the study area, cover whole area of future GFPP and

surrounding.

a. Standard and Reference

Standard which applied in execution of this work is Indonesian National Standard (SNI) for

category Topographic Surveying, as show below :

Table 2 - 1 List of topographic surveying standard.

NO

STANDARD

TI TLE Code Year

Standard

I tem s

1. BAKOSURTANAL - Standard Survey Topography Survey and Mapping

2. SNI 19-6724-2002 2002 Standard Survey Horizontal Control Network

3. SNI 19-6988-2004 2004 Standard Survey Vertical Control Network by

Levelling Method

b. Preparat ion and Secondary Data

Before performing the survey work, it’s necessary to prepare and collect secondary data as

follows:

� Prepare National Topographic Map by Bakosurtanal (now named as Badan Informasi

Geospasial), sheet of Pekanbaru with index number 0816-52 and sheet of Perawang with

index number 0816-61. All of the map provided in scale of 1:50.000

� Reference coordinate of existing Benchmarks.

� and other supporting data.

c. Horizontal Control ( Traverse) Measurem ent

Measurement of horizontal control network carried out by closed network traverse. The

horizontal measurements connected to reference Benchmarks. Measurement of traverse shall

performed by following methods :

✁ Point of traverse is strived as near with line alignment connecting the Benchmark Existing

(reference) at site.

DRAFT 5 of 4 5



� Apart closeness of between point of traverse is adapted condition of field range from 10

- 50 meter for area relatively leveled off, and about 25 meter for terrain having height

difference enough strike.

� Measurement was carried out by measuring instrument Total Station with reading accu-

racy maximum 5", and measured in one series of reading (forward and backward).

� Measurement of distance every section of traverse done by minimum two times reading

(forward-backward).

� Every execution of measurement of polygon always controlled so that be knowable devi-

ation happened and soon given by correction for returned toward alignment which ought

to.

� Every point of polygon is marking using wooden peg with dimension ¾” or 30 cm (or

other markings) and setup numbering or coding by Surveyor.

d. Vert ical Control ( Elevat ion) Measurem ent

Vertical control measurement aims to give each points of traverse or control points an eleva-

tion value.

Elevation measurements performed by the following:

� Elevation measurement should starts and ends from Benchmark.

� Measurement should through the points (peg) of traverse measurement.

� The elevation measurement conducted using waterpass instrument, a TOPCON ATB4

type.

� Elevation measurement for each section carried by double stand with complete reading

measurement (yarn top, middle and bottom) and double stands.

� Every step of measurement, maximum distance between instrument and measuring staff

is 50 m.

� Before starting and after completion of daily measurement, waterpass instrument should

checked its collimation errors.

e. Measurem ent of Topographic Situat ion

Measurement of topographic situation carried out to get data of land surface, existing building,

house, road, drainage, river and other object that represented situation of intention area.

Measurement of topographic situation shall performed by following methods:

� All detailed measurement should tied to Benchmark or traverse point.

� Measurement of topographic situation carried out to get data of land surface, measure-

ment of situation also done to get data position of natural objects and made in along

with the situations residing in measurement area like, house and other building, road,

river, powerline (HVTL), plantation boundary, forestry, etc, to be presented as infor-

mation at situation vector map (topography map)

� All specific utility such as: existing transmission line, PDAM supply pipe, drainage, etc

shall identified and drawn in Topography map

DRAFT 6 of 4 5



� The detailed situation measurement conducted using Total Station

2 .3 Reference Coordinate

The existing BM (benchmarks) owned by Regional Government Owned Company (BUMD) was

utilized as reference BM. Following are data of reference BM which applied :

✄ BM name : BM 0

✄ X value : 783310.000

✄ Y value : 057048.000

✄ Z value : 44.690

The reference BM located at BUMD area, about 7 Km from GFPP site.

2 .4 Benchm ark I nstallat ion

For the purposes of topographic, conducted Benchmark manufacture and installation of as

many as one pair (two units), consisting of BM-03 and CP-03.

2 .5 Horizonta l Control ( Traverse) Measurem ent

The traverse measurement was conducted to determine position of distributed reference point

which will function as tied point (traverse point). The traverse point will be utilized by detailed

situation measurement. Traverse measurement started at BM-03 and finished at CP-03, which

also as initial azimuth.

Implementation of horizontal or traverse measurement are as follows :

✁ Measurement started at reference Benchmark to project site, conducted by geometric

loop (closed loop) and connected to reference points BM-03 and CP-03.

✁ The measurement conducted using Total Station

✁ Measurement of horizontal angle carried out by one double series (one times of normal

and repetition measurement)

✁ Distance measurement also get from Total Station for each traverse range and finally

average distance of each traverse range.

2 .6 Vert ical Control Measurem ent

Measurement of vertical control network conducted using levelling (waterpass) method while

the route follow horizontal control network (traverse) with closed loop. The measurement

connected to BM-0 as starting point of vertical reference (height). The measurement con-

ducted using Waterpass which comply standard and complement by levelling staff. Allowable

tolerance of vertical control measurement is under (20✂D(km)) mm.

DRAFT 7 of 4 5



2 .7 Measurem ent of Detailed Situat ion

The detailed situation measurement intended to get position (coordinate) and height

(elevation) of every measured point, which are terrain of ground surface, every object above

ground surface. All detailed situation will presented in the Situation Map. The detailed

situation measurement conducted by following terms :

� Measurement by Total Station

� Measurement carried out by trigonometry method

� The detailed spot measured with scale of 1:1000 standard, which all detail such as river,

road, gully, and 5-10 meter maximum density of ground surface alteration.

� All detailed situation measurement connected to nearest control network point.

2 .8 Data Processing and Draw ing

Data processing / calculation of control network survey result carried out by bowditch for

horizontal control network (traverse), vertical control network and detailed situation

calculated by trigonometry method.

The data processing carried out in two (2) steps as follows:

1. Pre data processing directly on site

This step intended to early make sure the measurement comply with allowable tolerance.

2. Post data processing at office.

This step conducted by computer based after all measurement completed.

Data processing of horizontal control network consist of :

� Calculate arithmetic average angle and arithmetic average distance,

� Checking angle closure error,

� Checking linear closure error.

Data processing of vertical control network consist of :

� Checking calculation of total distance,

� Checking height difference,

� Checking height difference closure error.

Drawing work refers to following terms:

a. Drawing process carried out by computer using AutoCAD Land Development 2009 Soft-

ware.

b. Detail Situation Map made in 1 : 1000 scale with 1 meter contour interval,

c. The Situation map can produced in A1 paper size

d. Long section drawing made in 1 : 1000 scale of horizontal and 1 : 100 scale of vertical.

e. Cross section drawing made in 1 : 100 scale of horizontal and 1 : 100 scale of vertical.

f. All detail situation, natural or man-made shall plotted in Map / drawing and complement

with each symbols, comply with cartography standard as follows :

� Map Title,

� Map Index,

� Legend,

� Grid lines with 10 Cm interval,

� Bar scale

� Sheet guideline and North orientation

Information on date/month/year of measurement implementation and drawing

DRAFT 8 of 4 5



2 .9 Analysis of Topography Survey

Analysis of topography survey result intended to evaluate the quantity and quality of survey

implementation compared to terms of reference.

a. Analysis based on Quant ity

Based on proposed work quantity, the survey result shall meet the requirement, as

follows:

1. Quantity of topography survey consist of:

a. Preparatory works

b. Survey / measurement work

c. Data calculation work

d. Analysis of survey result

e. Drawing

f. Reporting

2. Quantity or total area of survey of Riau GFPP 275 MW is 10 Ha,

3. Total distance of levelling measurement is 5830.7 m

b. Analysis based on Quality

Analysis and checking the horizontal control network result shall refer to allowable

tolerance as describes at following table.

Table 2 - 2 Analysis of Topography survey

NO. ROUTE OF

SURVEY

TOTAL

DI STANCE

( m )

REQUI REMEN T SURVEY RESULT REMARK

1 BM 0 – BM-03 5,830.7 20mm �D 3.2 mm �D Passing the

requirement

2 .1 0 Survey Result

After whole field activities and office activities completed and produced description of

Benchmark, Map, Drawing and other related result. Following table describe summary of

survey result while the detail result shows in appendix.

Table 2 - 3 Coordinate of installed benchm ark.

Num ber

of BM X ( m eters) Y ( m eters) Elevat ion

BM 03 780508.180 59944.905 27.072

CP 03 780630.268 59965.075 23.044

Table 2 - 4 List of survey result

No. Survey Result Num ber of Sheet Scale

1 Topography Map 3 1: 2000 & 1: 1000

2 Land Profile of GFPP area 18 1: 2000 & 1: 1000

DRAFT 9 of 4 5



2 .1 1 Quant ity of Cut / Fill and Recom m ended Level

On construction projects it is often necessary to modify the existing ground levels to create

platforms to build on. Accurately calculating the volumes of soil that must be removed (cut)

or added (fill) to create the final ground levels is an essential part of the planning process.

For the GFPP 275 MW project, the cut & fill calculation was made to get a ballace quatity

(volume) of cut works and fill works as follows:

✄ Quantity of Cut/Fill : 165778.75/165343.39 M3 (remaining cut material: 435.35 M3)

✄ Recommended Level : 28.05 m

DRAFT 1 0 of 4 5



3 . Geotechnical I nvest igat ion

3 .1 Geology and Geotechnical Site I nvest igat ion Methodology

a . Standard and Reference

The Field investigation works was implemented based on common standards and references.

The standards and references are shown in Table 3-1 bellow.

Table 3 - 1 Applied standard reference of geotechnical invest igat ion.

NO.

STANDARD

TI TLE

Code Year Source

1 D 1452 – 80 1980 ASTM Drilling Operation

2 D 1586 - 99 1999 ASTM Standard Penetration Test (SPT)

3 D-1587 - 00. 2000 ASTM Undisturbed Sampling

4 D 2487 – 00 2000 ASTM Classification of Soils for Engineering Purpose

5 D 2488 – 00 2000 ASTM Description and Identification of Soils (Visual-Manual

Procedure)

6 1981 ISRM Basic Geotechnical Description of Rock Masses

7 D6032-02 2000 ASTM Rock Quality Designation ("RQD")

8 13-4691 1998 SNI Preparation of Geological Map

9 13-6185 1999 SNI Preparation of Geomorphological Map

10 D 2216 – 98 1998 ASTM Laboratory Determination of Water (Moisture) Content

of Soil and Rock by Mass

11 D 854 – 00 2000 ASTM Standard Test Method for Specific Gravity of Soil Solids

by Water Pycnometer

12 D 422 – 63 (98) 1998 ASTM Standard Test Method for Particle-Size Analysis of Soils

13 D 2166 – 00 2000 ASTM Standard Test Method for Unconfined Compressive

Strength of Cohesive Soil

14 D 2850 – 95 1995 ASTM Standard Test Method for Unconsolidated-Undrained

Triaxial Compression Test on Cohesive Soils

15 D 4746 – 95 1995 ASTM Standard Test Method for Consolidated-Undrained

Triaxial Compression Test on Cohesive Soils

16 D 2435 – 96 1996 ASTM Standard Test Method for One-Dimensional

Consolidation Properties of Soils

17 D 698 – 00a 2000 ASTM Standard Test Method for Laboratory Compaction

Characteristics of Soil Using Standard Effort (12,400 ft-

lbf/ft3(600 kN/m3))

18 D5878 - 08 1998 ASTM Standard Guides for Using Rock-Mass Classification

Systems for Engineering Purposes

b. Core Drilling

The core drilling carried out using drilling machine at each investigation points based on

general layout of power plant. The core drilling purposes are to identified the geological and

geotechnical condition of sub surface. The Direct Rotary Core Drilling was applied with fresh

water as drilling fluids. (ASTM D.2113 - 99). The work implementation shall carried out based

on following methods :

DRAFT 1 1 of 4 5



1. Location or site of bore hole should be clean up and level to make comfortable work

space. The drilling machine are setting up based on its drilling machine operat ion m anual,

2. The application of drilling fluids are very important, to assure the cores un-eroded, and

cores taken fully recovery and keeps identity of soil/rock.

3. When drilling reach overburden layers or un-stable layers, all potential holes collapse

shall be avoid and protect by casing.

4. The ground water table in each bore hole recorded every day during the drilling work

implemented and also after drilling complete. Some special condition arise (artesian or

water loose) have to recorded also.

5. Prepare the Drilling Daily Report, included:

� Date of drilling implementation,

� Location and number of hole,

� Elevation of water table,

� Name and type of drilling machine, type of core barrel applied, diameter of bore hole

and depth of casing installed,

� Description of core,

� Name of Bore Master,

� Any necessary information about the drilling activities.

6. The core placed into transparent plastic in order to protect it and placed into core box

orderly based on drilling depth. On the cover of core box put label or information about:

� Name / Project Location

� Number of Bore hole

� Sequence number of core boxes

� Depth of drilling of each box.

7. Immediately conduct the core description and continue with log bore preparation. The

log bore contains as follows :

� Date of drilling implementation,

� Length of core,

� Rock Quality Designation (RQD),

� Water table,

� Rock symbols and its description,

� Result of on site tests and another necessary/ important description for design needs.

c. Standard Penet rat ion Test ( SPT)

The Standard Penetration Test (SPT) was carried out on each holes during drilling activities,

based on the USBR specification in Earth Manual Book, ASTM D 1586-99 or SNI 03-4148. It

was conduct using Raymond Sampler and Drive Hammer with 140 + 2 lb (63,5+ 1 kg) weight,

every stated depth level.

It was recorded every 15 cm penetration of 75 cm falling of hammer. The SPT report consist

of :

� Depth of test

� Number of hit for 15 cm penetration

The N-value is total number of hit for 30 cm penetration.

d. Perm eability Test and Ground W ater Monitor ing

The Falling Head Test method was applied for non-permeable soil layers (clay and silt) and

Constant Head Test method was applied for permeable soil layers (sand, gravel). The testing

DRAFT 1 2 of 4 5



carried out based on BS standard 5930 -1999 and Lugeon Test method based on Earth

Manual. Interpretation of the test result was referred to SNI 2436:2008 as shown in following

table

Table 3 - 2 Perm eability level (SNI 2436 : 2008)

Value of perm eability

( cm / sec) Level of perm eability

> 10-2 Very high

10-2 - 10-3 High

10-4 - 10-5 Medium

10-6 Low

<10-6 Very low

e. Soil and Ground W ater Sam ples

The undisturbed sample of soil extracted using Shelby Tube Sampler in drilling hole at

designed depth and carried out based on ASTM D-1587 - 00. After soil sample trapped in

shelby tube, sealed both side of tube paraffin, and then sending to laboratory to analysis of

its properties.

The soil sample will process in Soil Mechanic laboratory and some of them will process in

chemical soil laboratory. Whereas water sample of bore hole will process in chemical

laboratory. The chemical test will focus in corrosive parameter of soil and ground water.

g. Soil Mechanic Test

The soil mechanic laboratory test consists of 2 major parameter, physical (index) properties

and mechanical (engineering) properties.

Physical Propert ies :

✄ Water content

✄ Specific Gravity

✄ Particle-size analysis

✄ Atterberg Limits

✄ Unit weight

Mechanical Propert ies :

✄ Triaxial ❈�✁✂☎✆✝✝✞�✟ Test

✄ Consolidation Test

✄ Direct Shear

✄ ❯✟❝�✟❢✞✟✆ ❈�✁✂☎✆✝✞�✟ ❚✆✝✠

3 .2 Geological Condit ion

According to the field geological mapping that have been conducted, the lithology type

emerges in the investigation area typically consists of silt and clay. Typically showing massive

DRAFT 1 3 of 4 5



to interbeded feature, gently diping of bedding with gently folding area structures commonly

found in the area.

Figure 3 - 1 Typical bedrock encountered at invest igat ion.

According to regional gelogy map of Riau Quadrangle this rock unit is part of Minas formation

of Quarternary age (pleistocene) assocciated with gravel and sand deposits which is

sometimes interpreted as fluvial origin.

No fault structures encountered in the area, according to regional geology map of Riau

Quadrangle (scale 1: 250,000 Clarke. W et al 1982) the nearest large scale fault structure

from the area approximately 12 km.

3 .3 Core Drilling and I nsitu Test

In order to understand the behavior, distribution, geological and geotechnical characteristics

of rocks in investigation site. Three drilling locations had had been undertaken. Namely BH-

01, BH-02, and BH-03.

Following map shows the layout of soil investigation area, where the drillholes and land

boundary situated and the site investigation work is undertaken.

DRAFT 1 4 of 4 5



Figure 3 - 2 Map layout of soil invest igat ion and geoelect r ic survey.

Lithology of site investigation area, according to drilling result consists of consolidated fine

grained soil material: silty Clay and Clay. Following table describe soil and rock layer

occupying the investigated area.

Table 3 - 3 Summary of lithology unit for each borehole locat ion.

No. BH- I D Depth ( m ) Lithology Hardness

1 BH- 0 1

0 – 0.40 clayey SILT

Top Soil (D) soft, dull, blackish

brown, clayey SILT, moist,

frequent small root encountered.

DRAFT 1 5 of 4 5



No. BH- I D Depth ( m ) Lithology Hardness

0.40 – 1.00 silty CLAY

firm - stiff (MW-HW) of light

brown - yellowish brown of

moist silty CLAY, some fine

sand and silt encountered.

1.00 – 27.00 CLAY

very stiff, (MW-HW) of greyish

brown - dark brown CLAY.

27.00 – 30.00 CLAY very stiff, (MW-HW) of

massive greyish brown - dark

brown CLAY.

2 BH- 0 2

0 – 0.60 clayey SILT Top Soil (D) soft, dull, blackish

brown, clayey SILT, moist,

frequent small root encount

0.60 – 3.45 silty CLAY

firm - stiff (MW-HW) of light

brown - yellowish brown of

moist silty CLAY, some fine sand and silt encountered.

3.45 – 30.00 CLAY

very stiff, (MW-HW) of

massive greyish brown - dark brown lean CLAY.

3 BH- 0 3

0 – 1.20 Clayey SILT

top soil (D), soft of blackish

brown clayey SILT, moist, root frequent.

1.20 - 5.60 Clayey SILT

(MW-HW), soft - firm of light

brown - greyish brown silty

CLAY. Medium to high plasticity

5.60 – 30.00 CLAY

(MW), stiff - very stiff of dark

grey to light grey massive lean

clay with silt. Medium to high

plasticity.

In addition to geological description we also undertook the Field Standar Penetration Test

(SPT) were performed by 1.5 m interval of testing in regular basis. following tables show field

record of SPT data from each borehole.

Table 3 - 4 SPT field record of BH-01.

No Depth N1 N2 N3 NSPT ( N2 + N3 )

1 1.50 - 1.95 3 8 10 18

2 3,00 - 3.45 3 10 10 20

3 4.50 - 4.95 5 8 10 18

4 6.00 - 6.45 2 4 2 6

5 7.50 - 7.95 2 6 9 15

6 9.00 - 9.45 5 10 17 27

7 10.50 - 10.95 8 15 18 33

8 12.00 - 12.45 7 20 18 38

9 13.50 - 13.95 5 12 15 27

10 15.00 - 15.45 8 18 18 36

11 16.50 - 16.95 8 18 30 48

DRAFT 1 6 of 4 5




12 18.00 - 18.45 5 16 34 50

13 19.50 - 19.95 10 21 30 >50

14 21.00 - 21.45 11 15 32 47

15 22.50 - 22.95 8 26 33 >50

16 24.00 - 24.45 17 28 26 >50

17 25.50 - 25.95 9 26 34 >50

18 27.00 - 27.45 15 40 43 >50

19 28.50 - 28.95 20 35 36 >50

20 30.00 - 30.45 9 24 34 >50



1 1.50 - 1.95 1 1 1 2

2 3.00 - 3.45 2 3 4 7

3 4.50 - 4.95 5 10 12 22

4 6.00 - 6.45 6 10 16 26

5 7.50 - 7.95 7 19 30 49

6 9.00 - 9.45 8 15 34 49

7 10.50 - 10.95 9 18 27 45

8 12.00 - 12.45 10 20 30 50

9 13.50 - 13.95 10 20 44 >50

10 15.00 - 15.45 11 18 33 >50

11 16.50 - 16.95 15 32 38 >50

12 18.00 - 18.45 20 28 25 >50

13 19.50 - 19.95 10 19 30 49

14 21.00 - 21.45 14 29 28 >50

15 22.50 - 22.95 9 28 45 >50

16 24.00 - 24.45 7 12 25 37

17 25.50 - 25.95 10 18 20 38

18 27.00 - 27.45 7 18 40 >50

19 28.50 - 28.95 20 23 35 >50

20 30.00 - 30.45 22 24 36 >50



1 1.50 - 1.95 2 4 6 10

DRAFT 1 7 of 4 5




2 3.00 - 3.45 3 3 5 8

3 4.50 - 4.95 2 2 6 8

4 6.00 - 6.45 2 5 6 11

5 7.50 - 7.95 4 8 10 18

6 9.00 - 9.45 6 12 16 28

7 10.50 - 10.95 8 14 20 34

8 12.00 - 12.45 5 10 25 35

9 13.50 - 13.95 11 15 13 28

10 15.00 - 15.45 6 125 18 30

11 16.50 - 16.95 18 25 21 46

12 18.00 - 18.45 6 12 20 32

13 19.50 - 19.95 6 14 23 37

14 21.00 - 21.45 12 20 40 60

15 22.50 - 22.95 8 20 30 50

16 24.00 - 24.45 29 36 36 >50

17 25.50 - 25.95 14 27 50 >50

18 27.00 - 27.45 15 25 30 >50

19 28.50 - 28.95 15 28 31 >50

20 30.00 - 30.45 16 26 39 >50

Following tables described the permeability result obtained from field permeability test, from

the test results we might conclude that the permeability value of investigated area ranging

from 10-5 to 10-4 cm/s therefore categorized as medium permeability.

Table 3 - 7 Perm eability insitu test results.

No. BH- I D Depth ( m ) Perm eability

( cm / sec) No BH- I D Depth ( m )

Perm eability

( cm / sec)

1 BH- 0 1 0 – 5 2.22E-04 2 BH- 0 2 2.95 – 5 2.10E-05

2.8 – 10 1.24E-04 8.9 – 10 2.31E-05

2.8 – 15 7.40E-06 14.8 – 15 4.13E-05

14.8 – 20 1.17E-06 17.8 – 20 1.35E-05

19.5 – 25 1.85E-06 20.8 – 25 1.82E-06

19.3 – 30 2.21E-06 20.8 – 30 7.50E-07

3 BH- 0 3 2.8 – 5 9.96E-05

8.8 – 10 4.86E-05

DRAFT 1 8 of 4 5



14.8 – 15 7.43E-05

17.8 – 20 5.66E-06

23.9 – 25 5.27E-06

20.8 – 30 7.50E-07

Figure 3 - 3 Docum entat ion of dr illing acit ivit y at invest igat ion area

3 .4 Chem ical Propert ies

During implementation of drilling works, ground water of borehole was taken for water quality

laboratory test. Each borehole represented by one groundwater sample obtained after drilling

work, one sample taken at 10 meter hole depth and other at 30 meter hole depth. Following

table is summary of the laboratory result and the detail result attached in Appendix G.

Table 3 - 8 Sum m ary of ground water quality result

No. Parameter Unit BH-01 BH-02 BH-03

Depth 28 m Depth 10 m Depth 20 m

1 Acidity (as CaCO3) mg/L

(CaCO3) 133 �✁ 104

2 Alkalinity (as CaCO3) mg/L

(CaCO3) 95 328 132

3 Hydrogene Sulphide (H2S) mg/L 0.21 28 2

4 Soluble Chloride (Cl) mg/L 21 31 94

5 Soluble Sulphate (SO

4) ppm 36 34 104

Documentation of Drilling acitivity

BH-01

Documentation of Drilling acitivity

BH-02

Documentation of Drilling acitivity BH-03

DRAFT 1 9 of 4 5



6 Organic Content mg/L 366 702 304

Table 3 - 9 Sum m ary of Soil Chem ist ry result

No. Parameter Unit BH-01 BH-02 BH-03

Depth 28 m Depth 10 Depth 20

1 pH - 7.3 9.62 9.66

2 Acidity Mg/Kg (CO3)

64.92 66.05 65.51

3 Alkalinity mg/Kg (HCO3)

264.01 266.83 266.59

4 Sulphur Trioxide (SO3) ppm 9.62 9.76 9.48

5 Soluble Chloride (Cl) ppm 67.32 67.19 67.29

6 Soluble Sulphate (SO

4) ppm 24.01 24.44 24.62

7 Organic Content % 9.00 9.11 9.17

3 .5 Geoelect r ical Survey

3 .5 .1 I m plem entat ion of Survey W orks

The geoelectric survey work that has been done in is 3 (three) points V.E.S. (Vertical Electrical

Sounding), where the placement of dots suspect attention to morphological aspects, geology

and aspects of local physical infrastructure located at the location of the investigation. Coor-

dinates of geoelectric points can be seen in Table 3.10, while the layout map of the geoelectric

investigation points can be seen in Figure 3.5

Table 3 - 1 0 Sum m ary of ground water quality result .

Point X ( m ) Y ( m ) Z ( m )

GL-1 780533.750 59873.540 28.62

GL-2 780544.970 59711.440 28.97

GL-3 780566.520 59551.520 31.05

DRAFT 2 0 of 4 5



I m plem entat ion of geoelect r ical survey at GL-1


Figure 3 - 4 I m plem entat ion of geoelect r ical survey at invest igat ion area

The Geolistrical survey try to penetrate 100 meter of ground consist of 3 (three) points of

VES, distributed on future power plant area. Following figure describe lay out of the survey.


DRAFT 2 1 of 4 5



Figure 3 - 5 Layout of geoelect rical survey

3 .5 .2 Result of Geoelect r ical Survey

Based on the results of interpretation of geoelectric data correlated with the drill log data and

regional geology sheet Pekanbaru, then the arrangement of layers of soil / rock contained in

the area of investigation based on the type of resitivity can be grouped as follows:

1. The first layer, interpreted as top soil with a resistivity value of its type ranges from

2100 to 2938 ohm-meters. This unit is found from the local surface to a depth of 1.53

meters with a thickness ranging from 0.64 meters to 1.53 meters.

DRAFT 2 2 of 4 5



2. The second layer, interpreted as a unit of silty clay, with a resistivity value of the type

ranges from 504 to 784 ohm-meter. This layer has a thickness ranging from 2.17 meters

to 4.39 meters.

3. The third layer, interpreted as a unit of clay, with the resistivity value of the species

ranged from 8.7 - 13 ohm-meter. This layer has a thickness ranging from 27.63 to 30.00

meters.

4. The fourth layer, interpreted as a unit of clayey sand, with resistivity value of the species

ranges from 53 to 79 ohm-meters. This layer has a thickness This layer has a thickness

of more than 66 meters

Geological Section Based on Geoelectric Interpretation and Drilling Result (Bor Log) can be

seen in Figure 3-6, while Field Data & Interpretation Curve of Geoelectric Survey Results can

be seen in Appendix.

Figure 3 - 6 Geological cross sect ion based on geoelect r ical data (sect ion GL-1 to GL-3) .

3 .6 Geotechnical I nvest igat ion and Foundat ion

3 .6 .1 Recom m endat ion of Design Param eter

Based on field investigation data which includes 3 boreholes with SPT, the general soil

stratification of Gas Fired Power Plant 275 MW Riau area are consist of Clay and Silty Clay soil

DRAFT 2 3 of 4 5



type. The strength and consistency of soil layers increased within depth. Ground water level

was found between -4.00 to -9.00 m from ground surface elevation.

Soil properties are interpreted from field data as describes in following tables.

Table 3 - 1 1 Param eter design of BH-01.

�✁✂✁✄☎✆☎✂ ✝☎✞✟✠✡ ☛☞ ✌✍✎✏✑

✝✒✓✔✕ ✡✎✞�✆ ✞✖✗✘ ✙ ✞✚ ✛✜ ✢✜ ☎✚ ☎✜ ✣✤ ✠ ✥✦✧

★✥✩ ★✪✘✖✫✬✭✔✩ ✆✮✓✒ ★✯✡✬✥✰✩ ★✯�✦✩ ★✯�✦✩ ★✱✒✲✩ ★✯�✦✩ ★✯�✦✩ ★✥✬✤✩ ★✯�✦✩

✳✴✳✳ ✵✶✴✳✳ ✷✸✹✺ ✵✻✴✼✶ ✵✳✽✴✳✾ ✽✳✴✳✵ ✾✳✴✼✻ ✾✿❀✵✳✶ ✾✾❀✻✾✼ ✾✳✻✴❁❁ ❂❁❀✼❂❂

✵✴✿✳ ✵✶✴✳✳ ✷✸✹✺ ✵✻✴✼✶ ✵✵✽✴✶✾ ✽✳✴✳✵ ✾✳✴✼✻ ✾❂❀❂❁✳ ✾✿❀✽✾✻ ✾✵✼✴✵✳ ❂✻❀✻✵✿

✽✴✳✳ ✾✳✴✳✳ ✷✸✹✺ ✵✻✴✼✶ ✵✽✽✴❁✶ ✽✽✴✽✿ ✾✳✴✼✻ ✽✾❀✿✽✽ ✾✻❀❂✳✿ ✾✾❂✴✵✻ ✶✻❀✳✼✾

❁✴✿✳ ✵✶✴✳✳ ✷✸✹✺ ✵✶✴✽✵ ✵✵✾✴❁✵ ✽✳✴✳✵ ✾✵✴✻✻ ❁❁❀✿✼✼ ❁✳❀✾✻✶ ✾✾✾✴✽❁ ✶❁❀✻✻✿

✼✴✳✳ ✼✴✳✳ ✷✸✹✺ ✵✶✴✽✵ ✽✶✴✿✾ ✵✵✴✿✳ ✾✵✴✻✻ ✵✿❀✾❂✳ ✵✽❀✶✳❂ ✵✿✶✴✶✽ ❁✵❀✳✾✶

❂✴✿✳ ✵✿✴✳✳ ✷✸✹✺ ✵✶✴✽✵ ✻✶✴❁✽ ✾✿✴✳✳ ✾✵✴✻✻ ✽✻❀✳✾✵ ✽✿❀✾✶❁ ✾✵✽✴✾✿ ❂❂❀✼✿✾

✻✴✳✳ ✾❂✴✳✳ ✷✸✹✺ ✵✶✴✶✽ ✵❂✽✴❁✿ ❁✿✴✳❁ ✾✵✴❁✼ ✼✵❀✾✿✻ ✿✿❀✿✿✵ ✾✿❂✴✻❁ ✵✵❂❀✾❁✻

✵✳✴✿✳ ✽✽✴✳✳ ✷✸✹✺ ✵✶✴✶✽ ✾✵✿✴✽✳ ✿✿✴✳✼ ✾✵✴❁✼ ❂✼❀✳❁✳ ✼✶❀✻✿✿ ✾❂✼✴✳✼ ✵✽✿❀✶✵✽

✵✾✴✳✳ ✽✶✴✳✳ ✷✸✹✺ ✵✶✴✶✽ ✾✿✵✴✾✶ ✼✽✴❁✵ ✾✵✴❁✼ ✶✶❀❂❁✶ ✶✳❀❁❂✻ ✾✶✻✴❂✶ ✵✿✳❀✶✼✾

✵✽✴✿✳ ✾❂✴✳✳ ✷✸✹✺ ✵✶✴✶✽ ✵✶✳✴✼❂ ❁✿✴✳❁ ✾✵✴❁✼ ✼✽❀✶✵✾ ✿❂❀✶✼✼ ✾✼✵✴✾❂ ✵✾✳❀✿❁✻

✵✿✴✳✳ ✽✼✴✳✳ ✷✸✹✺ ✵✶✴✶✽ ✾❁✽✴❁❂ ✼✳✴✳❂ ✾✵✴❁✼ ✶✿❀✻✻✾ ❂❂❀✻✶✳ ✾✶✼✴✻✽ ✵❁❂❀✼✼✳

✵✼✴✿✳ ❁✶✴✳✳ ✷✸✹✺ ✵✶✴❂✼ ✽❁✾✴✳✵ ✶✳✴✵✵ ✾✳✴❂✼ ✻✽❀✶✶✳ ✶✿❀✿❂✾ ✽✵✿✴✳✳ ✵✶✳❀❂❁✽

✵✶✴✳✳ ✿✳✴✳✳ ✷✸✹✺ ✵✶✴❂✼ ✽✿✼✴✾✼ ✶✽✴❁✿ ✾✳✴❂✼ ✻❂❀❂✻✾ ✶✻❀✵✽❂ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✵✻✴✿✳ ✿✳✴✳✳ ✷✸✹✺ ✵✶✴❂✼ ✽✿✼✴✾✼ ✶✽✴❁✿ ✾✳✴❂✼ ✻❂❀❂✻✾ ✶✻❀✵✽❂ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✾✵✴✳✳ ❁❂✴✳✳ ✷✸✹✺ ✵✶✴❂✼ ✽✽❁✴✶✻ ❂✶✴❁❁ ✾✳✴❂✼ ✻✵❀✻✾❁ ✶✽❀❂✶✻ ✽✵✾✴✻✽ ✵❂✶❀✵❂✽

✾✾✴✿✳ ✿✳✴✳✳ ✷✸✹✺ ✵✶✴✻❂ ✽✵✼✴✽✽ ✶✽✴❁✿ ✾✾✴✵✽ ✵✾✶❀✳✶✽ ✵✵✿❀❂✾✶ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✾❁✴✳✳ ✿✳✴✳✳ ✷✸✹✺ ✵✶✴✻❂ ✽✵✼✴✽✽ ✶✽✴❁✿ ✾✾✴✵✽ ✵✾✶❀✳✶✽ ✵✵✿❀❂✾✶ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✾✿✴✿✳ ✿✳✴✳✳ ✷✸✹✺ ✵✶✴✻❂ ✽✵✼✴✽✽ ✶✽✴❁✿ ✾✾✴✵✽ ✵✾✶❀✳✶✽ ✵✵✿❀❂✾✶ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✾❂✴✳✳ ✿✳✴✳✳ ✷✸✹✺ ✵✻✴✳✳ ✽✾✽✴✳✿ ✶✽✴❁✿ ✾✾✴❁✾ ✵✽✻❀✳❂✻ ✵✾✿❀❁✼✻ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✾✶✴✿✳ ✿✳✴✳✳ ✷✸✹✺ ✵✻✴✳✳ ✽✾✽✴✳✿ ✶✽✴❁✿ ✾✾✴❁✾ ✵✽✻❀✳❂✻ ✵✾✿❀❁✼✻ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳

✽✳✴✳✳ ✿✳✴✳✳ ✷✸✹✺ ✵✻✴✳✳ ✽✾✽✴✳✿ ✶✽✴❁✿ ✾✾✴❁✾ ✵✽✻❀✳❂✻ ✵✾✿❀❁✼✻ ✽✵✻✴✳❂ ✵✶✿❀✶✽✳


�✁✂✁✄☎✆☎✂ ✝☎✞✟✠✡ ☛☞ ✌✍✎✏❃

✝✒✓✔✕ ✡✎✞�✆ ✞✖✗✘ ✙ ✞✚ ✛✜ ✢✜ ☎✚ ☎✜ ✣✤ ✠ ✥✦✧

★✥✩ ★✪✘✖✫✬✭✔✩ ✆✮✓✒ ★✯✡✬✥✰✩ ★✯�✦✩ ★✯�✦✩ ★✱✒✲✩ ★✯�✦✩ ★✯�✦✩ ★✥✬✤✩ ★✯�✦✩

✳✴✳✳ ✾✴✳✳ ✷✸✹✺ ✵✶✴✻✿ ✶✴✼✵ ❁✴✳✳ ✾✶✴✵❁ ✶❀✾❁❂ ❂❀✾✼✾ ✵✳✿✴✳✼ ✵✼❀❂✼✵

✵✴✿✳ ✾✴✳✳ ✷✸✹✺ ✵✶✴✻✿ ✻✴✿✾ ❁✴✳✳ ✾✶✴✵❁ ✻❀✵✵✵ ✶❀✳✾❁ ✵✳✶✴❁✳ ✵❂❀✻✽❂

✽✴✳✳ ❂✴✳✳ ✷✸✹✺ ✵✻✴✳✳ ✽✶✴❁✶ ✵✽✴✳✳ ✾✾✴✵✽ ✵✿❀✻✾❂ ✵❁❀✽✻✵ ✵✼✽✴✽✻ ❁✽❀✼✵❂

❁✴✿✳ ✾✾✴✳✳ ✷✸✹✺ ✵✻✴✳✳ ✵✾✿✴❁❁ ✽✼✴✼✻ ✾✾✴✵✽ ✿✵❀✻✾❁ ❁✼❀✻✵✿ ✾✽✼✴✶✳ ✻❂❀❁✾✾

✼✴✳✳ ✾✼✴✳✳ ✷✸✹✺ ✵✻✴✳✳ ✵✾✳✴❁✾ ❁✽✴✽❂ ✾✼✴✾✵ ✻✿❀✽✶✻ ✶❁❀✿✼✵ ✾✿✵✴❂✵ ✵✵✵❀✾✳✽

❂✴✿✳ ❁✻✴✳✳ ✷✸✹✺ ✵✶✴✽❁ ✾✽✵✴✻✶ ✶✵✴❂✶ ✾✼✴✾✵ ✵✶✽❀❂✿✶ ✵✼✾❀✶✻✻ ✽✳✻✴✾✼ ✵❂✽❀✼❂✶

DRAFT 2 4 of 4 5



�✁✂✁✄☎✆☎✂ ✝☎✞✟✠✡ ☛☞ ✌✍✎✏✑

✝✒✓✔✕ ✡✎✞�✆ ✞✖✗✘ ✙ ✞✚ ✛✜ ✢✜ ☎✚ ☎✜ ✣✤ ✠ ✥✦✧

★✥✩ ★✪✘✖✫✬✭✔✩ ✆✮✓✒ ★✯✡✬✥✰✩ ★✯�✦✩ ★✯�✦✩ ★✱✒✲✩ ★✯�✦✩ ★✯�✦✩ ★✥✬✤✩ ★✯�✦✩

✳✴✵✵ ✶✳✴✵✵ ✷✸✹✺ ✻✼✴✽✶ ✾✽✿✴✾✶ ✼✻✴❀✼ ✾✿✴✾✻ ✻✼❀❁✻✾✼ ✻✿❂❁✼✼❀ ✽✻✻✴✵✽ ✻❀❂❁✼✽✼

✻✵✴❂✵ ✶❂✴✵✵ ✷✸✹✺ ✻✼✴✽✶ ✾✽✿✴✾✳ ❀❂✴✻✵ ✾❂✴✶✽ ✻❀✻❁❂✾✶ ✻❂✾❁❂✾✳ ✽✵✶✴✾✳ ✻✿❀❁❀✵✻

✻✾✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✼✾ ✾✿✿✴✻✵ ✼✽✴✶❂ ✾❂✴✶✽ ✻✳✽❁✻✿❂ ✻❀✻❁❀❀✽ ✽✻❂✴✼✿ ✻✼✻❁✼✻✶

✻✽✴❂✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✼✾ ✽✻✻✴✶✼ ✼✽✴✶❂ ✾✾✴✶✾ ✻✽✶❁✿❂✵ ✻✾✻❁✶❀✶ ✽✻❀✴✵✶ ✻✼✽❁✾✼✳

✻❂✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✼✾ ✽✻✶✴✼✻ ✼✽✴✶❂ ✾✾✴✶✾ ✻✽✿❁✵✳✵ ✻✾✾❁❀❀✽ ✽✻✼✴✻✵ ✻✼✶❁✿✾✵

✻✿✴❂✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✼✾ ✽✻❀✴✼❂ ✼✽✴✶❂ ✾✾✴✶✾ ✻✽❀❁✶✵✶ ✻✾✽❁✳❂✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✻✼✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✾✿ ✽❀✶✴✳❂ ✼✽✴✶❂ ✾✵✴✼✵ ✻✵✿❁❀❂✽ ✳❀❁✻✼✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✻✳✴❂✵ ✶✳✴✵✵ ✷✸✹✺ ✻✳✴✾✿ ✽✿❀✴✶❂ ✼✻✴❀✼ ✾✵✴✼✵ ✻✵✶❁✿✻✼ ✳❂❁✾✶✶ ✽✻❀✴✵❂ ✻✼✽❁✾✳❂

✾✻✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✽❀✶✴✳❂ ✼✽✴✶❂ ✾✵✴✼✵ ✻✵✿❁❀❂✽ ✳❀❁✻✼✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✾✾✴❂✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✽❀✶✴✳❂ ✼✽✴✶❂ ✾✵✴✼✵ ✻✵✿❁❀❂✽ ✳❀❁✻✼✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✾✶✴✵✵ ✽❀✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✾✳✻✴✶✻ ✿✻✴❀✶ ✾✵✴❀✽ ❀❀❁❀❂✾ ❀✵❁✳✻✽ ✾✳✵✴✾✼ ✻❂✻❁✶✾✶

✾❂✴❂✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✽✳✽✴✼✵ ✼✽✴✶❂ ✾✵✴❀✽ ✻✵❂❁✵❀✻ ✳❂❁✼✾✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✾❀✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✽✳✽✴✼✵ ✼✽✴✶❂ ✾✵✴❀✽ ✻✵❂❁✵❀✻ ✳❂❁✼✾✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✾✼✴❂✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✽✳✽✴✼✵ ✼✽✴✶❂ ✾✵✴❀✽ ✻✵❂❁✵❀✻ ✳❂❁✼✾✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✽✵✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✼ ✽✳✽✴✼✵ ✼✽✴✶❂ ✾✵✴❀✽ ✻✵❂❁✵❀✻ ✳❂❁✼✾✼ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵


�✁✂✁✄☎✆☎✂ ✝☎✞✟✠✡ ☛☞ ✌✍✎✏✰

✝✒✓✔✕ ✡✎✞�✆ ✞✖✗✘ ✙ ✞✚ ✛✜ ✢✜ ☎✚ ☎✜ ✣✤ ✠ ✥✦✧

★✥✩ ★✪✘✖✫✬✭✔✩ ✆✮✓✒ ★✯✡✬✥✰✩ ★✯�✦✩ ★✯�✦✩ ★✱✒✲✩ ★✯�✦✩ ★✯�✦✩ ★✥✬✤✩ ★✯�✦✩

✵✴✵✵ ✻✵✴✵✵ ✷✸✹✺ ✻✳✴✵✵ ✶✿✴✼✻ ✻❀✴❂✵ ✾✾✴❂❀ ✾✵❁✳✵✶ ✻✼❁✼✶✽ ✻❀✶✴✻✶ ❂✵❁✵❀✽

✻✴❂✵ ✻✵✴✵✵ ✷✸✹✺ ✻✳✴✵✵ ❂✻✴❀✾ ✻❀✴❂✵ ✾✾✴❂❀ ✾✽❁✵✳❂ ✾✵❁✼✻✳ ✻❀✳✴✿✼ ❂✽❁❂✼❂

✽✴✵✵ ✼✴✵✵ ✷✸✹✺ ✻✳✴✵✵ ✶✽✴✿❀ ✻✶✴❂✵ ✾✾✴❂❀ ✻✳❁❂✵✾ ✻❀❁❂❀✳ ✻❀✵✴✽✼ ✶❀❁❀✿✽

✶✴❂✵ ✼✴✵✵ ✷✸✹✺ ✻✼✴✻✳ ✶❂✴✽✵ ✻✶✴❂✵ ✾✾✴❂❀ ✾✵❁✾✾✳ ✻✼❁✾✽❂ ✻❀✾✴✽❂ ✶✼❁✳✿✼

✿✴✵✵ ✻✻✴✵✵ ✷✸✹✺ ✻✼✴✻✳ ✿✶✴✵✽ ✻✳✴✵✵ ✾✾✴❂❀ ✾✼❁❂✳✻ ✾❂❁❀❀✽ ✻✳✾✴✻✽ ✿✻❁✳❂✿

❀✴❂✵ ✻✼✴✵✵ ✷✸✹✺ ✻❀✴❀✻ ✳✼✴✶✶ ✽✵✴✵✻ ✾✽✴✳✽ ❂✿❁✶✳❂ ❂✵❁❂❀✼ ✾✾❂✴✼✻ ✼❀❁✳✵✾

✳✴✵✵ ✾✼✴✵✵ ✷✸✹✺ ✻❀✴❀✻ ✻❂❂✴✳✶ ✶✿✴❀✻ ✾✽✴✳✽ ✼✳❁✶✳✽ ✼✵❁✻✾✻ ✾✿✵✴✳✵ ✻✾✵❁✻✼✶

✻✵✴❂✵ ✽✶✴✵✵ ✷✸✹✺ ✻✳✴✵✶ ✻✳✽✴✻✿ ❂✿✴❀✽ ✾✶✴❂✽ ✻✾✾❁✳✽✵ ✻✵✳❁❀✶✼ ✾❀✼✴✿✿ ✻✽✼❁❂✳✼

✻✾✴✵✵ ✽❂✴✵✵ ✷✸✹✺ ✻✳✴✵✶ ✾✵✻✴❂✶ ❂✼✴✶✵ ✾✶✴❂✽ ✻✾✼❁✾✿✵ ✻✻✶❁❂✵❀ ✾✼✾✴✶✵ ✻✶✾❁✿❂❀

✻✽✴❂✵ ✾✼✴✵✵ ✷✸✹✺ ✻✳✴✵✶ ✻✿✽✴✻✿ ✶✿✴❀✻ ✾✶✴❂✽ ✻✵✽❁✼✽❂ ✳✾❁❀✵✻ ✾✿✶✴✾❀ ✻✾✽❁❂✿✼

✻❂✴✵✵ ✽✵✴✵✵ ✷✸✹✺ ✻✳✴✵✶ ✻❀✿✴✿✼ ❂✵✴✵❂ ✾✶✴❂✽ ✻✻✾❁✶✶✻ ✻✵✵❁✽✼✶ ✾❀✵✴✳✿ ✻✽✵❁✶✶✽

✻✿✴❂✵ ✶✿✴✵✵ ✷✸✹✺ ✻✳✴✵✶ ✾❀✽✴❂✽ ❀✿✴❀❀ ✾✶✴❂✽ ✻❀✶❁✵❀❂ ✻❂❂❁✶✵✳ ✽✻✵✴✼✾ ✻❀❂❁❂✼❀

✻✼✴✵✵ ✽✾✴✵✵ ✷✸✹✺ ✻✼✴❂✵ ✾✻❂✴✶✽ ❂✽✴✽✳ ✾✵✴✼✼ ✿✼❁✻✵✵ ✿✻❁✼✼✵ ✾❀❀✴✽✶ ✻✽❀❁✻✼✳

✻✳✴❂✵ ✽❀✴✵✵ ✷✸✹✺ ✻✼✴❂✵ ✾✶✳✴✵✳ ✿✻✴❀✶ ✾✵✴✼✼ ❀✼❁❀✶✵ ❀✻❁❂✶✳ ✾✳✵✴✾✼ ✻❂✻❁✶✾✶

✾✻✴✵✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✶ ✾✿✼✴✾✶ ✼✽✴✶❂ ✾✶✴✻✾ ✻✿✻❁✾✾✽ ✻✶✶❁✾✵❀ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

✾✾✴❂✵ ❂✵✴✵✵ ✷✸✹✺ ✻✳✴✻✶ ✾✿✼✴✾✶ ✼✽✴✶❂ ✾✶✴✻✾ ✻✿✻❁✾✾✽ ✻✶✶❁✾✵❀ ✽✻✳✴✵❀ ✻✼❂❁✼✽✵

DRAFT 2 5 of 4 5



�✁✂✁✄☎✆☎✂ ✝☎✞✟✠✡ ☛☞ ✌✍✎✏✑

✝✒✓✔✕ ✡✎✞�✆ ✞✖✗✘ ✙ ✞✚ ✛✜ ✢✜ ☎✚ ☎✜ ✣✤ ✠ ✥✦✧

★✥✩ ★✪✘✖✫✬✭✔✩ ✆✮✓✒ ★✯✡✬✥✑✩ ★✯�✦✩ ★✯�✦✩ ★✰✒✱✩ ★✯�✦✩ ★✯�✦✩ ★✥✬✤✩ ★✯�✦✩

✲✳✴✵✵ ✶✵✴✵✵ ✷✸✹✺ ✻✼✴✶✶ ✽✳✾✴✿✾ ✼✽✴✳✶ ✲✵✴✼✼ ✻✵✾❀✿✵✿ ✾✾❀❁✼✿ ✽✻✾✴✵✿ ✻✼✶❀✼✽✵

✲✶✴✶✵ ✶✵✴✵✵ ✷✸✹✺ ✻✼✴✶✶ ✽✳✾✴✿✾ ✼✽✴✳✶ ✲✵✴✼✼ ✻✵✾❀✿✵✿ ✾✾❀❁✼✿ ✽✻✾✴✵✿ ✻✼✶❀✼✽✵

✲✿✴✵✵ ✶✵✴✵✵ ✷✸✹✺ ✻✼✴✶✶ ✽✳✾✴✿✾ ✼✽✴✳✶ ✲✵✴✼✼ ✻✵✾❀✿✵✿ ✾✾❀❁✼✿ ✽✻✾✴✵✿ ✻✼✶❀✼✽✵

✲✼✴✶✵ ✶✵✴✵✵ ✷✸✹✺ ✻✼✴✶✶ ✽✳✾✴✿✾ ✼✽✴✳✶ ✲✵✴✼✼ ✻✵✾❀✿✵✿ ✾✾❀❁✼✿ ✽✻✾✴✵✿ ✻✼✶❀✼✽✵

✽✵✴✵✵ ✶✵✴✵✵ ✷✸✹✺ ✻✼✴✶✶ ✽✳✾✴✿✾ ✼✽✴✳✶ ✲✵✴✼✼ ✻✵✾❀✿✵✿ ✾✾❀❁✼✿ ✽✻✾✴✵✿ ✻✼✶❀✼✽✵

3 .7 .1 .5 Em bankm ent Materials

The Gas Fired Power Plant 275 MW Riau area is consist of Clay and Silty Clay soil type with

LL = 44.00 – 84.79% and PI = 16.41 – 59.91%, which indicate medium to very high plasticity

behaviour. From laboratory data results using Standard Proctor Test at TP-01 and TP-02, we

found that the maximum dry density MDD = 1.351 – 1.354 ton/m3 after compacted. The

maximum dry unit weight values are too low for compacted soil. These results indicate that

the soil absorp water, which also indicate swelling behaviour.

Hence, the soil of TP-01 and TP-02 are not good for embankment materials. Soil with medium

to high plasticity has potential tendency to shrink when the water content decreased, and

swell when the water content increased. These behaviours will cause cracks within

embankment bodies that within time will lead to slopes failure.

3 .6 .2 Shallow Foundat ion

Shallow foundation shall be calculated with various factors :

❂ embedment depth of 0.5 m, 1.0 m, 1.5 m and 2.0 m

❂ squared base footing size (B, L) of 0.5 m, 1.0 m, 1.5 m, and 2.0 m.

❂ stripped base footing size (B) of of 0.5 m, 1.0 m, 1.5 m, and 2.0 m.

3 .6 .2 .1 Shallow Foundat ion Form ula Based on SPT

Shallow foundation formula based on SPT data is adopted from Meyerhoff (1965) such as

follows:

❋❃❄ ❇ ❅ ▲ ❆ ❈❉❊ ♠ ● KdN

Qa SPT

❍■❏❍❑ ▼◆❖P◗ P❖ ❦❘❛❙

❋❃❄ ❇ ❅ ▲ ❚ ❈❉❊ ♠ ● KdB

BNQa SPT

❯❱❲❳

❳❨❲❳❩❬

❭❪❫

❴ ❵❜ ▼◆❖P◗ P❖ ❦❘❛❙

❝❞❡❄❡ ●B

DKd ❢❢❣❤✐ ❥❧ ❆ ❈❉♥♥

DRAFT 2 6 of 4 5



This formula especially used for calculate allowable bearing capacity Qa in terms of 1 inch

settlement and not taken the type of foundation (squared or stripped) into account.

Table 3 - 1 4 Bearing capacity of shallow foundat ion based on SPT of BH-01.

�✁✂✄☎

✆✝✞✟✠ ✡☛☞✌✍✝✎ ✏✑✑✒✓✌✔✑✝ �✝✌✍✕✖✗ ✘✌✞✌✙✕✟✚ ✛✜✢✣

✛✤✣ ☎ ✥ ☎ ☎✦✧ ✥ ☎✦✧ ★ ✥ ★ ★✦✧ ✥ ★✦✧ ✩ ✥ ✩

✪✫✪✪ ✬✭✪✫✪✪ ✮✯✰✫✪✪ ✱✱✰✪✫✯✲ ✱✮✭✳✫✪✪ ✯✳✲✪✫✯✲

✪✫✲✪ ✳✱✰✫✳✪ ✴✪✰✫✱✰ ✱✯✴✴✫✳✲ ✱✴✴✪✫✳✯ ✯✲✴✲✫✪✱

✱✫✪✪ ✳✮✴✫✴✪ ✴✴✰✫✬✴ ✱✬✴✭✫✭✳ ✱✰✰✭✫✴✲ ✯✮✱✰✫✮✴

✱✫✲✪ ✳✮✴✫✴✪ ✰✭✰✫✲✮ ✱✳✴✳✫✴✳ ✯✱✱✬✫✯✮ ✯✴✲✳✫✲✳

✯✫✪✪ ✳✮✴✫✴✪ ✰✭✰✫✲✮ ✱✲✴✬✫✪✬ ✯✯✯✰✫✮✪ ✯✰✴✰✫✬✱

✆✝✞✟✠ ✡✟✍✕✞✞✝✎ ✏✑✑✒✓✌✔✑✝ �✝✌✍✕✖✗ ✘✌✞✌✙✕✟✚ ✛✜✢✵✤✣

✛✤✣ ☎ ✤ ☎✦✧ ✤ ★ ✤ ★✦✧ ✤ ✩ ✤

✪✫✪✪ ✬✭✪✫✪✪ ✳✴✭✫✪✪ ✲✰✲✫✱✬ ✮✪✲✫✭✪ ✴✱✭✫✮✲

✪✫✲✪ ✳✱✰✫✳✪ ✲✬✰✫✳✭ ✭✳✳✫✯✯ ✮✲✯✫✱✮ ✴✭✱✫✭✮

✱✫✪✪ ✳✮✴✫✴✪ ✲✰✯✫✰✯ ✭✰✬✫✬✯ ✮✰✴✫✮✳ ✰✪✭✫✲✰

✱✫✲✪ ✳✮✴✫✴✪ ✭✳✭✫✬✴ ✮✳✯✫✳✯ ✴✳✲✫✬✱ ✰✲✱✫✲✱

✯✫✪✪ ✳✮✴✫✴✪ ✭✳✭✫✬✴ ✮✰✱✫✲✯ ✴✰✱✫✴✴ ✰✰✭✫✳✳

Table 3 - 1 5 Bearing capacity of shallow foundat ion based on SPT of BH-02.

�✁✂✄★

✆✝✞✟✠ ✡☛☞✌✍✝✎ ✏✑✑✒✓✌✔✑✝ �✝✌✍✕✖✗ ✘✌✞✌✙✕✟✚ ✛✜✢✣

✛✤✣ ☎ ✥ ☎ ☎✦✧ ✥ ☎✦✧ ★ ✥ ★ ★✦✧ ✥ ★✦✧ ✩ ✥ ✩

✪✫✪✪ ✳✪✫✪✪ ✴✱✫✪✪ ✱✬✯✫✯✲ ✱✰✭✫✪✪ ✯✮✯✫✯✲

✪✫✲✪ ✳✭✫✭✪ ✴✰✫✰✱ ✱✳✬✫✱✭ ✯✪✴✫✰✳ ✯✴✮✫✯✯

✱✫✪✪ ✲✬✫✯✪ ✰✴✫✴✯ ✱✲✳✫✪✮ ✯✯✱✫✴✮ ✬✪✯✫✯✪

✱✫✲✪ ✲✬✫✯✪ ✱✪✮✫✮✬ ✱✭✳✫✰✴ ✯✬✳✫✴✱ ✬✱✮✫✱✮

✯✫✪✪ ✲✬✫✯✪ ✱✪✮✫✮✬ ✱✮✲✫✴✰ ✯✳✮✫✮✳ ✬✬✯✫✱✲

✆✝✞✟✠ ✡✟✍✕✞✞✝✎ ✏✑✑✒✓✌✔✑✝ �✝✌✍✕✖✗ ✘✌✞✌✙✕✟✚ ✛✜✢✵✤✣

✛✤✣ ☎ ✤ ☎✦✧ ✤ ★ ✤ ★✦✧ ✤ ✩ ✤

✪✫✪✪ ✳✪✫✪✪ ✲✳✫✪✪ ✭✭✫✱✬ ✮✴✫✳✪ ✰✪✫✮✲

✪✫✲✪ ✳✭✫✭✪ ✲✰✫✰✳ ✮✱✫✲✴ ✴✬✫✲✮ ✰✲✫✮✳

✱✫✪✪ ✲✬✫✯✪ ✭✲✫✴✴ ✮✮✫✪✳ ✴✴✫✮✲ ✱✪✪✫✮✬

✱✫✲✪ ✲✬✫✯✪ ✮✱✫✴✯ ✴✯✫✳✰ ✰✬✫✰✯ ✱✪✲✫✮✯

✯✫✪✪ ✲✬✫✯✪ ✮✱✫✴✯ ✴✮✫✰✲ ✰✰✫✱✪ ✱✱✪✫✮✯

DRAFT 2 7 of 4 5



Table 3 - 1 6 Bearing capacity of shallow foundat ion bsed on SPT of BH-03.

�✁✂✄☎

✆✝✞✟✠ ✡☛☞✌✍✝✎ ✏✑✑✒✓✌✔✑✝ �✝✌✍✕✖✗ ✘✌✞✌✙✕✟✚ ✛✜✢✣

✛✤✣ ✥ ✦ ✥ ✥✧★ ✦ ✥✧★ ✩ ✦ ✩ ✩✧★ ✦ ✩✧★ ☎ ✦ ☎

✪✫✪✪ ✬✪✪✫✪✪ ✭✪✮✫✪✪ ✯✯✰✫✬✮ ✱✲✪✫✪✪ ✰✳✯✰✫✬✮

✪✫✮✪ ✬✳✳✫✪✪ ✭✭✱✫✮✮ ✴✰✮✫✲✪ ✰✪✭✭✫✯✲ ✰✭✳✯✫✰✬

✰✫✪✪ ✬✯✯✫✪✪ ✭✱✭✫✰✪ ✴✴✪✫✳✯ ✰✰✪✱✫✳✯ ✰✮✰✪✫✱✱

✰✫✮✪ ✬✯✯✫✪✪ ✮✳✲✫✯✮ ✲✬✭✫✱✰ ✰✰✴✭✫✪✭ ✰✮✲✮✫✲✯

✬✫✪✪ ✬✯✯✫✪✪ ✮✳✲✫✯✮ ✲✴✱✫✭✯ ✰✬✳✲✫✴✬ ✰✯✯✪✫✴✳

✆✝✞✟✠ ✡✟✍✕✞✞✝✎ ✏✑✑✒✓✌✔✑✝ �✝✌✍✕✖✗ ✘✌✞✌✙✕✟✚ ✛✜✢✵✤✣

✛✤✣ ✥ ✤ ✥✧★ ✤ ✩ ✤ ✩✧★ ✤ ☎ ✤

✪✫✪✪ ✬✪✪✫✪✪ ✬✴✪✫✪✪ ✳✳✪✫✯✳ ✳✱✬✫✪✪ ✭✮✳✫✴✮

✪✫✮✪ ✬✳✳✫✪✪ ✬✱✱✫✴✪ ✳✮✴✫✱✪ ✭✰✴✫✲✴ ✭✴✲✫✴✰

✰✫✪✪ ✬✯✯✫✪✪ ✳✬✱✫✭✪ ✳✲✮✫✰✲ ✭✭✳✫✴✭ ✮✪✳✫✯✯

✰✫✮✪ ✬✯✯✫✪✪ ✳✮✱✫✰✪ ✭✰✬✫✭✮ ✭✯✱✫✯✬ ✮✬✲✫✯✬

✬✫✪✪ ✬✯✯✫✪✪ ✳✮✱✫✰✪ ✭✳✱✫✴✳ ✭✱✮✫✭✱ ✮✮✳✫✮✲

3 .6 .3 Deep Foundat ion

Considering there are many lenses of hard soil layers with inadequate thickness, it is not

preferable to use driven piles. Driven piles are prefabricated piles which had limitation of

structural axial capacity, hence, if the bearing capacity of the soil is greater than the structural

capacity, the piles cannot be driven into the soil layer without any structural damages.

Therefore, bored piles is more suitable choice for deep foundation at Gas Fired Power Plant

275 MW Riau area. However, if under any circumstances driven piles should be used,

preboring method must be adopted, to help driven piles reach required depth.

Bored piles and driven piles foundation shall be calculated with various factors :

✶ diameter size (D) of 0.30 m, 0.40 m, 0.50 m, 0.60 m and 0.80 m.

✶ different locations based on soil investigation points

✶ depth limitation due to the termination level of boreholes

3 .6 .3 .1 Bored Piles Based on SPT Data

❇✷✸✹✺ ♣✐✻✹s ❜✼s✹✺ ✷♦ ❙✽❚ ✺✼❞✼ s✾✼✻✻ ❜✹ ❝✼✻❝✿✻✼❞✹✺ ✼s ❢✷✻✻✷✇s ❀

For cohesive soil

End bearing : qp = 9 Su

Sleeves friction : fs = ❁ Su

DRAFT 2 8 of 4 5



For granular soil

End bearing : qp = 67 NSPT

Sleeves friction : fs = 3.125 NSPT

❯�t✁♠❛t✂ ❜✂❛✄✁♥❣ ❝❛☎❛❝✁t✆ ✿ ◗✝ ❂ q☎ ❆☎ ✰ ✞ ❢✟ ❆✟

❆��♦✇❛❜�✂ ❜✂❛✄✁♥❣ ❝❛☎❛❝✁t✆ ✿ ◗❛ ❂ ◗✝ ✴ ❙✠

Where :

❙✝ ❂ ✝♥❞✄❛✁♥✂❞ ✟s✂❛✄ ✟t✄✂♥❣ts

❆☎ ❂ ❛✄✂❛ ♦❢ ☎✁�✂ ❜❛✟✂

❆✟ ❂ ❛✄✂❛ ♦❢ ☎✁�✂ ✟�✂✂✡✂✟

☛ ❂ ❛❞s✂✟✁♦♥ ❢❛❝t♦✄ ❜❛✟✂❞ ♦♥ ❣✄❛☎s ❜✂�♦✇

Figure 3 - 7 Undraned shear ing resistance vs adhesion factor.

Table 3 - 1 7 Bearing capacity of deep foundat ion at BH-01 using bored pile

based on SPT data.

☞✌✍✎✏

✑✒✓✔✕

✖✗✗✘✙✚✛✗✌ ✑✌✚✜✢✣✤ ✥✚✍✚✦✢✎✧ ★✩✪✫

★✬✫ ☞ ✭✔ ☞ ✮✔ ☞ ✯✔ ☞ ✱✔ ☞ ✲✔

✳✵✳✳

✶✵✷✳ ✷✸✵✹✺ ✻✺✵✹✺ ✶✼✸✵✻✼ ✶✸✼✵✽✻ ✼✻✶✵✸✳

✹✵✳✳ ✺✹✵✶✾ ✶✹✺✵✼✸ ✶✺✼✵✺✷ ✼✷✾✵✶✻ ✹✺✺✵✼✽

✾✵✷✳ ✶✶✽✵✳✳ ✶✽✸✵✹✸ ✼✼✷✵✶✳ ✼✻✺✵✶✻ ✾✹✽✵✾✳

✽✵✳✳ ✶✶✷✵✸✷ ✶✷✻✵✽✺ ✼✳✹✵✻✳ ✼✷✶✵✳✺ ✹✷✼✵✼✶

✸✵✷✳ ✶✷✸✵✹✽ ✼✼✳✵✺✾ ✼✺✳✵✳✻ ✹✽✾✵✸✻ ✷✹✳✵✻✻

✺✵✳✳ ✼✶✶✵✾✸ ✹✳✶✵✷✽ ✾✳✶✵✾✽ ✷✶✶✵✶✽ ✸✷✺✵✺✻

✶✳✵✷✳ ✼✽✶✵✻✸ ✹✸✹✵✷✳ ✾✺✸✵✹✳ ✽✹✹✵✼✽ ✺✾✶✵✸✳

DRAFT 2 9 of 4 5



�✁✂✄☎

✆✝✞✟✠

✡☛☛☞✌✍✎☛✁ ✆✁✍✏✑✒✓ ✔✍✂✍✕✑✄✖ ✗✘✙✚

✗✛✚ � ✜✟ � ✢✟ � ✣✟ � ✤✟ � ✥✟

✦✧★✩✩ ✪✦✫★✫✧ ✬✬✭★✦✩ ✫✭✮★✯✰ ✰✫✯★✯✮ ✦✦✧✫★✬✪

✦✪★✫✩ ✪✪✪★✪✪ ✬✮✬★✯✰ ✮✩✮★✮✧ ✰✫✯★✫✰ ✦✩✭✪★✦✪

✦✫★✩✩ ✪✭✧★✯✪ ✫✫✦★✪✩ ✰✧✪★✫✪ ✭✩✭★✫✦ ✦✪✧✧★✰✰

✦✮★✫✩ ✬✰✦★✯✭ ✮✮✰★✯✬ ✯✯✪★✦✪ ✦✦✦✰★✰✫ ✦✮✬✬★✭✯

✦✯★✩✩ ✫✪✩★✰✩ ✰✬✰★✯✯ ✭✯✫★✦✯ ✦✧✬✧★✮✪ ✦✯✦✰★✭✪

✦✭★✫✩ ✫✯✫★✯✭ ✯✧✦★✬✮ ✦✩✰✰★✦✰ ✦✪✫✪★✩✦ ✦✭✮✫★✦✩

✧✦★✩✩ ✮✪✪★✯✭ ✯✯✪★✩✬ ✦✦✫✦★✦✧ ✦✬✪✯★✦✪ ✧✩✮✯★✭✪

✧✧★✫✩ ✮✯✩★✯✫ ✭✬✪★✫✮ ✦✧✧✬★✦✬ ✦✫✧✧★✮✦ ✧✦✰✪★✦✯

✧✬★✩✩ ✰✪✧★✫✧ ✦✩✦✧★✬✮ ✦✪✦✩★✧✰ ✦✮✧✫★✭✮ ✧✪✦✩★✭✯

✧✫★✫✩ ✰✯✬★✧✩ ✦✩✯✦★✪✮ ✦✪✭✮★✪✭ ✦✰✧✭★✪✦ ✧✬✬✯★✰✯

✧✰★✩✩ ✯✪✯★✧✩ ✦✦✫✬★✦✧ ✦✬✯✯★✧✭ ✦✯✬✩★✰✪ ✧✮✩✩★✪✰

✧✯★✫✩ ✯✭✩★✬✭ ✦✧✧✪★✯✬ ✦✫✰✫★✬✫ ✦✭✬✫★✪✧ ✧✰✪✭★✯✧

✪✩★✩✩ ✭✬✧★✰✭ ✦✧✭✪★✫✰ ✦✮✮✧★✮✦ ✧✩✬✭★✭✦ ✧✯✰✭★✧✯


based on SPT data.

�✁✂✄☎

✆✝✞✟✱

✡☛☛☞✌✍✎☛✁ ✆✁✍✏✑✒✓ ✔✍✂✍✕✑✄✖ ✗✘✙✚

✗✛✚ � ✜✟ � ✢✟ � ✣✟ � ✤✟ � ✥✟

✩★✩✩

✦★✫✩ ✰★✯✩ ✦✦★✬✰ ✦✫★✮✭ ✧✩★✬✬ ✪✦★✫✮

✪★✩✩ ✪✪★✰✩ ✬✭★✧✯ ✮✰★✩✪ ✯✮★✭✮ ✦✪✪★✪✫

✬★✫✩ ✯✫★✮✧ ✦✧✯★✪✬ ✦✰✯★✦✫ ✧✪✫★✩✫ ✪✰✩★✦✧

✮★✩✩ ✦✦✪★✫✬ ✦✮✫★✩✩ ✧✧✪★✧✰ ✧✯✯★✪✬ ✬✪✯★✭✦

✰★✫✩ ✦✯✪★✭✯ ✧✰✦★✫✧ ✪✰✧★✦✯ ✬✯✫★✭✮ ✰✫✧★✯✪

✭★✩✩ ✧✧✰★✮✬ ✪✪✩★✧✧ ✬✬✮★✦✮ ✫✰✫★✬✬ ✯✰✬★✩✰

✦✩★✫✩ ✧✰✩★✧✬ ✪✯✰★✩✪ ✫✦✰★✦✰ ✮✮✩★✮✰ ✭✯✰★✰✪

✦✧★✩✩ ✪✧✬★✦✩ ✬✮✧★✧✦ ✮✦✫★✪✮ ✰✯✪★✫✫ ✦✦✮✫★✩✮

✦✪★✫✩ ✪✯✮★✯✫ ✫✫✦★✩✦ ✰✪✧★✰✯ ✭✪✧★✦✫ ✦✪✯✪★✰✦

✦✫★✩✩ ✬✪✭★✧✮ ✮✧✦★✧✮ ✯✧✦★✩✮ ✦✩✪✯★✮✮ ✦✫✧✰★✧✧

✦✮★✫✩ ✬✭✦★✯✭ ✮✭✦★✰✯ ✭✩✭★✮✬ ✦✦✬✫★✬✮ ✦✮✰✦★✩✩

✦✯★✩✩ ✫✮✪★✩✰ ✰✭✪★✦✬ ✦✩✬✬★✬✦ ✦✪✦✮★✯✰ ✦✭✧✫★✪✮

✦✭★✫✩ ✮✦✰★✧✪ ✯✮✬★✫✦ ✦✦✪✧★✫✮ ✦✬✧✦★✪✯ ✧✩✮✦★✪✧

✧✦★✩✩ ✮✰✫★✯✩ ✭✬✪★✬✫ ✦✧✪✧★✪✩ ✦✫✬✧★✪✪ ✧✧✧✫★✭✯

✧✧★✫✩ ✰✪✧★✬✮ ✦✩✦✭★✩✩ ✦✪✧✮★✰✪ ✦✮✫✫★✮✫ ✧✪✰✰★✩✰

✧✬★✩✩ ✰✮✩★✪✮ ✦✩✬✮★✰✫ ✦✪✬✭★✮✦ ✦✮✮✯★✭✫ ✧✪✫✰★✩✪

✧✫★✫✩ ✯✬✬★✪✪ ✦✦✰✩★✧✭ ✦✫✦✯★✫✩ ✦✯✯✯★✭✰ ✧✮✭✮★✮✭

✧✰★✩✩ ✭✩✧★✧✮ ✦✧✬✰★✫✪ ✦✮✦✫★✩✫ ✧✩✩✬★✯✬ ✧✯✫✦★✦✰

DRAFT 3 0 of 4 5



�✁✂✄☎✆✝✞✟✠

✡☛☛☞✌✍✎☛✁ ✆✁✍✏✑✒✓ ✔✍✂✍✕✑✄✖ ✗✘✙✚

✗✛✚ � ✜✟ � ✢✟ � ✣✟ � ✤✟ � ✥✟

✦✧★✩✪ ✫✬✪★✭✫ ✭✮✦✯★✰✰ ✭✰✭✭★✬✪ ✦✭✦✪★✰✪ ✮✪✪✩★✬✩

✮✪★✪✪ ✭✪✭✧★✭✦ ✭✯✪✦★✪✭ ✭✧✪✧★✭✩ ✦✦✮✬★✩✬ ✮✭✬✪★✭✯


based on SPT data

�✁✂✄☎✆✝✞✟✜

✡☛☛☞✌✍✎☛✁ ✆✁✍✏✑✒✓ ✔✍✂✍✕✑✄✖ ✗✘✙✚

✗✛✚ � ✜✟ � ✢✟ � ✣✟ � ✤✟ � ✥✟

✪★✪✪

✭★✩✪ ✮✮★✮✧ ✩✪★✮✬ ✰✪★✦✬ ✫✮★✪✧ ✭✯✰★✯✫

✮★✪✪ ✩✪★✩✯ ✰✦★✮✮ ✫✬★✩✧ ✭✦✮★✮✪ ✭✧✯★✭✩

✯★✩✪ ✰✪★✭✬ ✫✧★✬✰ ✭✦✫★✰✯ ✭✬✮★✮✰ ✦✮✧★✮✭

✬★✪✪ ✫✬★✯✫ ✭✮✩★✧✫ ✭✰✧★✫✦ ✦✦✩★✩✬ ✮✦✫★✬✫

✰★✩✪ ✭✮✭★✬✦ ✭✧✬★✬✦ ✦✯✰★✭✧ ✮✭✮★✮✭ ✯✬✦★✦✬

✫★✪✪ ✭✰✫★✩✭ ✦✩✬★✫✧ ✮✯✮★✦✬ ✯✮✧★✮✩ ✬✩✯★✫✧

✭✪★✩✪ ✦✦✩★✫✦ ✮✦✮★✪✬ ✯✮✭★✭✦ ✩✩✪★✪✫ ✧✦✪★✧✪

✭✦★✪✪ ✦✬✩★✧✬ ✮✰✰★✦✬ ✩✪✪★✪✬ ✬✮✯★✦✯ ✫✮✬★✰✧

✭✮★✩✪ ✦✫✪★✪✩ ✯✪✩★✭✰ ✩✦✫★✩✦ ✬✬✮★✪✫ ✫✩✰★✫✪

✭✩★✪✪ ✮✦✧★✧✰ ✯✩✧★✯✬ ✩✫✧★✪✯ ✰✯✰★✬✭ ✭✪✰✬★✰✪

✭✬★✩✪ ✯✪✪★✬✬ ✩✬✩★✭✯ ✰✯✩★✪✰ ✫✯✪★✯✰ ✭✮✰✰★✬✮

✭✧★✪✪ ✯✦✩★✬✰ ✩✫✭★✫✭ ✰✰✪★✮✮ ✫✬✪★✫✦ ✭✮✰✧★✬✮

✭✫★✩✪ ✯✰✧★✯✯ ✬✬✬★✪✧ ✧✬✰★✧✪ ✭✪✧✮★✩✫ ✭✩✩✰★✯✭

✦✭★✪✪ ✩✦✫★✧✩ ✰✮✬★✰✫ ✫✩✧★✧✫ ✭✭✫✬★✭✩ ✭✰✭✬★✭✬

✦✦★✩✪ ✩✰✬★✮✫ ✰✫✧★✧✯ ✭✪✮✬★✯✩ ✭✦✧✫★✦✮ ✭✧✯✪★✦✬

✦✯★✪✪ ✬✩✭★✧✮ ✫✪✧★✬✩ ✭✭✧✩★✦✯ ✭✯✧✭★✬✪ ✦✭✮✮★✬✦

✦✩★✩✪ ✰✪✬★✩✯ ✫✧✭★✩✫ ✭✦✰✬★✯✭ ✭✩✫✭★✪✭ ✦✦✰✫★✩✪

✦✰★✪✪ ✰✬✭★✦✯ ✭✪✩✯★✩✮ ✭✮✬✰★✩✫ ✭✰✪✪★✯✦ ✦✯✦✩★✮✧

✦✧★✩✪ ✧✭✩★✫✩ ✭✭✦✰★✯✰ ✭✯✩✧★✰✬ ✭✧✪✫★✧✦ ✦✩✰✭★✦✬

✮✪★✪✪ ✧✰✪★✬✩ ✭✦✪✪★✯✭ ✭✩✯✫★✫✯ ✭✫✭✫★✦✮ ✦✰✭✰★✭✯

3 .6 .3 .2 Driven Piles Based on SPT Data

❉✱✲✳✴✵ ♣✲✶✴s ❜✷s✴❞ ♦✵ ❙✸✹ ❞✷✺✷ s✻✷✶✶ ❜✴ ❝✷✶❝❧✶✷✺✴❞ ✷s ❢♦✶✶♦✼s ✿

For cohesive soil

End bearing : qp = 9 Su

Sleeves friction : fs = ✽ Su

DRAFT 3 1 of 4 5



For granular soil

End bearing : qp = 400 NSPT

Sleeves friction : fs = 2 NSPT

❯�t✁♠❛t✂ ❜✂❛✄✁♥❣ ❝❛☎❛❝✁t✆ ✿ ◗✝ ❂ q☎ ❆☎ ✰ ✞ ❢✟ ❆✟

❆��♦✇❛❜�✂ ❜✂❛✄✁♥❣ ❝❛☎❛❝✁t✆ ✿ ◗❛ ❂ ◗✝ ✴ ❙✠

Where :

❙✝ ❂ ✝♥❞✄❛✁♥✂❞ ✟s✂❛✄ ✟t✄✂♥❣ts

❆☎ ❂ ❛✄✂❛ ♦❢ ☎✁�✂ ❜❛✟✂

❆✟ ❂ ❛✄✂❛ ♦❢ ☎✁�✂ ✟�✂✂✡✂✟

☛ ❂ ❛❞s✂✟✁♦♥ ❢❛❝t♦✄ ❜❛✟✂❞ ♦♥ ❣✄❛☎s ❜✂�♦✇

Figure 3 - 8 Undrained shear st rength vs adhesion factor.

With preboring method, we can drive the piles until they reach required depth. The result of

the calculation are presented in the table below.

3 .6 .3 .3 Driven Pile W ith Pre- Boring

Since driven piles should be installed using preboring method, it will eliminate the sleeve

friction capacity. Hence, the resistance will depend only to end bearing capacity.

☞✌✍✎✏✑✌✒✍ ✓✔✒✏✎ ✓✕✎✒✌✖✕✔ ✗✘ ✑✌ ✙✚✏

DRAFT 3 2 of 4 5



Table 3 - 2 0 Bear ing capacity of deep foundat ion using driven pile based on

SPT data with pre-boring at BH-01.

�✁✂✄☎

✆✝✞✟✠

✡☛☛☞✌✍✎☛✁ ✆✁✍✏✑✒✓ ✔✍✂✍✕✑✄✖ ✗✘✙✚

✗✛✚ � ✜✟ � ✢✟ � ✣✟ � ✤✟ � ✥✟

✦✧✦✦

★✧✩✦ ✪★✧★★ ✫✬✧✭✩ ★✭✬✧✦✮ ★✯✦✧★✮ ✮✫★✧✪✭

✭✧✦✦ ★✦✭✧✯✬ ★✩✭✧✩✬ ✮★✦✧✰✯ ✮✰✩✧✩✰ ✬✮✰✧✰✫

✬✧✩✦ ★✭✦✧✮✩ ★✯✪✧✭✰ ✮✬✯✧✯✩ ✭★✰✧✪✯ ✬✰✬✧✬✦

✪✧✦✦ ★✭✦✧✦✯ ★✰✰✧✰✫ ✮✮✰✧✪✯ ✮✰✫✧✰✩ ✭✫✦✧✬★

✰✧✩✦ ★✰✭✧★✭ ✮✬★✧✫✰ ✭★✪✧✭✰ ✭✫✪✧✭✭ ✩✰✮✧✫✬

✫✧✦✦ ✮✬★✧✮✭ ✭✬★✧✮✬ ✬✩★✧✦✪ ✩✰✦✧✪✯ ✯✭✫✧✭✭

★✦✧✩✦ ✭★✮✧✰★ ✬✬★✧✮✫ ✩✯✮✧✦✭ ✰✭✬✧✫✬ ★✦✰✰✧✮✯

★✮✧✦✦ ✭✫✮✧✯✯ ✩✩✮✧✮✬ ✰✮✩✧✯✦ ✫★✭✧✩✰ ★✭✭★✧✰★

★✭✧✩✦ ✬✮✩✧✫✯ ✩✯✯✧✭✫ ✰✪★✧✦✮ ✫✬✭✧✯✪ ★✭✬✦✧★✰

★✩✧✦✦ ✩★✦✧✰✪ ✰✦✯✧✩✭ ✫✮✦✧✦✰ ★★✬✩✧✭✪ ★✪✭✰✧✮✬

★✪✧✩✦ ✪✭✮✧✬✰ ✯✯★✧✫✪ ★★✩✦✧✰✰ ★✬✭✯✧✫✮ ✮✦✰✭✧✮✦

★✯✧✦✦ ✰✭✪✧✰✯ ★✦✮✮✧✪✬ ★✭✮✯✧✪✬ ★✪✩✬✧✰✯ ✮✭✪✰✧✬✪

★✫✧✩✦ ✯✭✰✧✬✪ ★★✩✪✧✯✯ ★✬✫✪✧✬✬ ★✯✩✪✧★✬ ✮✪✭✩✧✫✬

✮★✧✦✦ ✫✮✪✧✪✪ ★✮✰✭✧✬✦ ★✪✭✫✧✦✰ ✮✦✮✭✧✪✰ ✮✯✬✫✧✪✩

✮✮✧✩✦ ★✦★★✧✭✬ ★✭✯✬✧✮★ ★✰✰✬✧✫✪ ✮★✯✭✧✩✯ ✭✦✩✬✧✬✯

✮✬✧✦✦ ★★✦✦✧✰✭ ★✩✦✭✧✬✦ ★✫✮✭✧✫✩ ✮✭✪✮✧✭✯ ✭✮✫✮✧✯✰

✮✩✧✩✦ ★★✫✦✧★✭ ★✪✮✮✧✪✦ ✮✦✰✮✧✫✬ ✮✩✬★✧★✰ ✭✩✭★✧✮✪

✮✰✧✦✦ ★✮✯✭✧★✭ ★✰✬✰✧✭✩ ✮✮✮✫✧✯✬ ✮✰✭✦✧✩✯ ✭✰✯✪✧✯✬

✮✯✧✩✦ ★✭✰✬✧✬✮ ★✯✪✫✧✦✯ ✮✭✯★✧✫✫ ✮✫★✭✧★✰ ✬✦✭✦✧✮✫

✭✦✧✦✦ ★✬✪✩✧✰★ ★✫✫✦✧✯✦ ✮✩✭✬✧★✩ ✭✦✫✩✧✰✩ ✬✮✰✭✧✰✬

Table 3 - 2 1 Bearing capacity of deep foundat ion using driven pile

based on SPT data with pre-boring at BH-02.

✆✝✞✟✱

✡☛☛☞✌✍✎☛✁ ✆✁✍✏✑✒✓ ✔✍✂✍✕✑✄✖ ✗✘✙✚

� ✜✟ � ✢✟ � ✣✟ � ✤✟ � ✥✟

✰✧✯✦ ★★✧✬✰ ★✩✧✪✫ ✮✦✧✬✬ ✭★✧✩✪

✭✭✧✰✰ ✬✫✧✭✯ ✪✰✧★✪ ✯✰✧★✮ ★✭✭✧✩✪

✫★✧✭✬ ★✭✩✧✫✰ ★✯✰✧✪✫ ✮✬✪✧✩✦ ✭✯✩✧✭✯

★✮✬✧★✦ ★✰✫✧✦✰ ✮✬✦✧✯✪ ✭✦✫✧✬✩ ✬✪✰✧✦✩

✮★✯✧✦✭ ✭★✪✧✫✭ ✬✮✯✧✫✬ ✩✩✬✧✦✪ ✯✬✭✧✪✬

✮✯✩✧✯✰ ✬✦✰✧✯✪ ✩✬✭✧✮★ ✪✫★✧✫★ ★✦✮✫✧✭✪

✭✩✮✧✪✪ ✬✫✪✧✫✮ ✪✩✬✧✩✬ ✯✮✩✧✩★ ★✮✦✰✧✩✮

DRAFT 3 3 of 4 5



�✁✂✄☎

✆✝✝✞✟✠✡✝☛ �☛✠☞✌✍✎ ✏✠✑✠✒✌✓✔ ✕✖✗✘

✙ ✚✄ ✙ ✛✄ ✙ ✜✄ ✙ ✢✄ ✙ ✣✄

✤✥✦✧✤✤ ★✩✪✧★★ ✫✪✪✧✬✥ ✩✪✪★✧✭✤ ✩✤★✩✧✬✮

✦✥✦✧✪✩ ✮✤✫✧✦✦ ✬✮✬✧✮✪ ✩✭✭✫✧✤★ ✩✮✮✫✧✮✫

★✭✤✧✫✭ ✫★✫✧★✫ ✩✩✥✪✧✥✥ ✩✤✪✬✧✮✫ ✭✪✭✭✧✪✦

✮✩✦✧✤✭ ✬✫✬✧✫✭ ✩✭✫✭✧✩✬ ✩✦✬✭✧✦✭ ✭✭★✮✧✪✫

✫✥✦✧✬✪ ✩✩✦★✧✬✭ ✩✤✬✬✧✩✥ ✩✫★✭✧✦✥ ✭★✦✭✧✬✪

✬✥✮✧✫✥ ✩✭✬✩✧✬✫ ✩★★★✧✬✪ ✭✪★✭✧✦✫ ✭✬✩★✧✭✦

✩✪✤✦✧✮✪ ✩✤✥★✧★✦ ✩✫✤✫✧✮✬ ✭✭✫✭✧✩✥ ✥✭✩✭✧✥✮

✩✩✦✩✧★★ ✩✦✮✮✧✬✥ ✭✪✭✦✧✥✬ ✭✤✬✤✧✪✦ ✥✤✬✤✧✬✥

✩✭✩✭✧✮✮ ✩★✤✬✧✬★ ✭✩✪✥✧★✥ ✭✦✮✥✧✮✮ ✥✦★✥✧✤✦

✩✥✦✪✧✪✬ ✩✫✤✤✧★✤ ✭✥★✩✧✤✦ ✭✬✪✪✧✦✩ ✤✪✤✦✧✤✪

✩✤★✩✧✥✫ ✩✬✬✥✧✪✭ ✭✦✤★✧✬✭ ✥✩✭✥✧✪✫ ✤✥✤✭✧✩✮

✩✦✮✭✧★✮ ✭✩✤✩✧✤✩ ✭✮✥✭✧✤✪ ✥✥✤✦✧★★ ✤★✥✫✧✬✥

✩★✫✥✧✬★ ✭✭✫✬✧✮✬ ✭✬✩✮✧✫✫ ✥✦★✫✧✭✥ ✤✬✥✦✧✮✪

Table 3 - 2 2 Bear ing capacity of deep foundat ion using driven pile

based on SPT data with pre-boring at BH-03.

�✁✂✄✚

✆✝✝✞✟✠✡✝☛ �☛✠☞✌✍✎ ✏✠✑✠✒✌✓✔ ✕✖✗✘

✙ ✚✄ ✙ ✛✄ ✙ ✜✄ ✙ ✢✄ ✙ ✣✄

✥✥✧✬✤ ✦✩✧✩✪ ✮✩✧✩✬ ✬✤✧✭✪ ✩✤✫✧✬✫

✦✩✧★✤ ✮✥✧✫✪ ✬✫✧✤✩ ✩✭✦✧✦✪ ✩✫✮✧✪✬

✮✩✧✬✮ ✩✪✩✧✪✬ ✩✥✭✧✮★ ✩★★✧✬✬ ✭✤✥✧✩✤

✬✮✧✭✤ ✩✥★✧✬✪ ✩✫✪✧✩✮ ✭✭✮✧✪★ ✥✥✩✧✮✪

✩✥✥✧✫✭ ✩✫✬✧✦✦ ✭✦✪✧✫✤ ✥✩✮✧✮✩ ✤★✫✧✩✭

✩✬✭✧✦✩ ✭✮✤✧✥✪ ✥★✤✧✬✩ ✤★✤✧✥✤ ★✫✬✧★✥

✭✦★✧✦★ ✥★✥✧✬✭ ✤✫✭✧✩✬ ★✩✩✧✥✫ ✬✪✭✧✦✭

✥✩✦✧★✦ ✤✤✥✧★✦ ✦✫✥✧✪✤ ✮✥✥✧✫✭ ✩✪★✬✧✦✦

✥✦✭✧✪✪ ✤✫✮✧✮✮ ★✥✭✧✮✮ ✮✫★✧✬✬ ✩✩✭✥✧✪✬

✤✪✦✧✥✮ ✦★✪✧✤★ ✮✭✦✧✦✤ ✬✪✪✧★✩ ✩✭✫✪✧✮✪

✦✪✮✧✥✪ ✮✪✮✧✥✭ ✬✭✭✧✮✬ ✩✩✦✥✧✮✥ ✩★★✩✧✬✬

✦✦✥✧✤✪ ✮★✭✧✭✭ ✬✫✥✧✭✩ ✩✭✩★✧✥✫ ✩✮✩✬✧✭✦

★✥✭✧✥✦ ✫✮✩✧✭✬ ✩✩✭✤✧✥✩ ✩✥✬✩✧✤✩ ✩✬★✮✧✫✤

✮✩✥✧✪✥ ✬✫✩✧✪✥ ✩✭★✤✧✩✬ ✩✦★✭✧✦✩ ✭✭✪✤✧★✤

✮✫✫✧✫✤ ✩✪✫✭✧✩✪ ✩✥✬✪✧✦✥ ✩✮✩✤✧✩✭ ✭✤✪★✧✮✬

✬✪✫✧✤✥ ✩✭✦✪✧✮✮ ✩★✩✭✧✫✬ ✩✬✬✤✧✮✫ ✭✫✩✮✧✫✮

✩✪✪✮✧✭✫ ✩✥✫✭✧✦✫ ✩✮✮✮✧★✤ ✭✩✬✭✧✤✫ ✥✪✫✩✧✤✮

DRAFT 3 4 of 4 5



�✁✂✄☎

✆✝✝✞✟✠✡✝☛ �☛✠☞✌✍✎ ✏✠✑✠✒✌✓✔ ✕✖✗✘

✙ ☎✄ ✙ ✚✄ ✙ ✛✄ ✙ ✜✄ ✙ ✢✄

✣✣✤✥✦✣✧ ✣★✣✩✦✧✪ ✣✫✩✬✦✧✫ ✬✧✫✤✦✣✪ ✧✧✩★✦✤✭

✣✬✤✩✦✫✪ ✣✥✩✥✦✣✪ ✬✣✤✭✦✣✩ ✬★✪✭✦✪✪ ✧✥✤✪✦✥✭

✣✧✤✧✦✪✧ ✣✭✭✭✦✫✪ ✬✬✭✣✦✫✤ ✬✭✪★✦★✪ ✧✪✭✬✦✬✭

3 .6 .3 .4 Driven Pile W ithout Pre- Boring

Without pre-boring method, the piles cannot be driven deep into the soil without being

damaged, considering there is a limit on structural capacity of pile axial load.

Hence to prevent pile damage during installation, driven piling can be applied directly without

pre-boring, with appropriate allowable bearing capacity described as follows:

Table 3 - 2 3 Bearing capacity of deep foundat ion using driven pile based on

SPT without pre-boring at BH-01.

✙☛✑✓✮

�✁✂✄✯

✰✝✓✌✱✠✓☛ �☛✠☞✌✍✎ ✏✠✑✠✒✌✓✔ ✕✖✗✘

✕✱✘ ✙ ☎✄ ✙ ✚✄ ✙ ✛✄ ✙ ✜✄ ✙ ✢✄

✤✦✤✤

✣✦★✤ ✥✣✦✣✣ ✫✩✦✧★ ✣✧✩✦✤✬ ✣✪✤✦✣✬ ✬✫✣✦✥✧

✧✦✤✤ ✣✤✧✦✪✩ ✣★✧✦★✩ ✬✣✤✦✭✪ ✬✭★✦★✭ ✩✬✭✦✭✫

✩✦★✤ ✣✧✤✦✬★ ✣✪✥✦✧✭ ✬✩✪✦✪★ ✧✣✭✦✥✪ ✩✭✩✦✩✤

✥✦✤✤ ✣✧✤✦✤✪ ✣✭✭✦✭✫ ✬✬✭✦✥✪ ✬✭✫✦✭★ ✧✫✤✦✩✣

✭✦★✤ ✣✭✧✦✣✧ ✬✩✣✦✫✭ ✧✣✥✦✧✭ ✧✫✥✦✧✧ ★✭✬✦✫✩

✫✦✤✤ ✬✩✣✦✬✧ ✧✩✣✦✬✩ ✩★✣✦✤✥ ★✭✤✦✥✪ ✪✧✫✦✧✧

✣✤✦★✤ ✧✣✬✦✭✣ ✩✩✣✦✬✫ ★✪✬✦✤✧ ✭✧✩✦✫✩ ✣✤✭✭✦✬✪

✣✬✦✤✤ ★★✬✦✬✩ ✭✬★✦✪✤ ✫✣✧✦★✭ ✣✧✧✣✦✭✣

✣✧✦★✤ ✫✩✧✦✪✥ ✣✧✩✤✦✣✭

✣★✦✤✤ ✣✥✧✭✦✬✩

✣✥✦★✤ ✬✤✭✧✦✬✤

✣✪✦✤✤

Table 3 - 2 4 Bear ing capacity of deep foundat ion using driven pile based

on SPT without pre-boring at BH-02.

�✁✂✄✲

✰✝✓✌✱✠✓☛ �☛✠☞✌✍✎ ✏✠✑✠✒✌✓✔ ✕✖✗✘

✙ ☎✄ ✙ ✚✄ ✙ ✛✄ ✙ ✜✄ ✙ ✢✄

DRAFT 3 5 of 4 5



�✁✂✄ ☎☎✁✆� ☎✝✁✞✟ ✠✄✁✆✆ ✡☎✁✝✞

✡✡✁�� ✆✟✁✡✂ ✞�✁☎✞ ✂�✁☎✠ ☎✡✡✁✝✞

✟☎✁✡✆ ☎✡✝✁✟� ☎✂�✁✞✟ ✠✆✞✁✝✄ ✡✂✝✁✡✂

☎✠✆✁☎✄ ☎�✟✁✄� ✠✆✄✁✂✞ ✡✄✟✁✆✝ ✆✞�✁✄✝

✠☎✂✁✄✡ ✡☎✞✁✟✡ ✆✠✂✁✟✆ ✝✝✆✁✄✞ ✂✆✡✁✞✆

✠✂✝✁✂� ✆✄�✁✂✞ ✝✆✡✁✠☎ ✞✟☎✁✟☎ ☎✄✠✟✁✡✞

✞✝✆✁✝✆ ✂✠✝✁✝☎ ☎✠✄�✁✝✠

☎✄✄✞✁✠✆ ☎✆✞☎✁✟�

☎��✂✁�✂

Table 3 - 2 5 Bear ing capacity of deep foundat ion using driven pile

based on SPT without pre-boring at BH-03.

☛☞✌✍✎

✏✑✒✓✔✕✒✖ ☛✖✕✗✓✘✙ ✚✕✛✕✜✓✒✢ ✣✤✥✦

✧ ✎✍ ✧ ★✍ ✧ ✩✍ ✧ ✪✍ ✧ ✫✍

✡✡✁✟✆ ✝☎✁☎✄ �☎✁☎✟ ✟✆✁✠✄ ☎✆✂✁✟✂

✝☎✁✞✆ �✡✁✂✄ ✟✂✁✆☎ ☎✠✝✁✝✄ ☎✂�✁✄✟

�☎✁✟� ☎✄☎✁✄✟ ☎✡✠✁�✞ ☎✞✞✁✟✟ ✠✆✡✁☎✆

✟�✁✠✆ ☎✡✞✁✟✄ ☎✂✄✁☎� ✠✠�✁✄✞ ✡✡☎✁�✄

☎✡✡✁✂✠ ☎✂✟✁✝✝ ✠✝✄✁✂✆ ✡☎�✁�☎ ✆✞✂✁☎✠

☎✟✠✁✝☎ ✠�✆✁✡✄ ✡✞✆✁✟☎ ✆✞✆✁✡✆ ✞✂✟✁✞✡

✠✝✞✁✝✞ ✡✞✡✁✟✠ ✆✂✠✁☎✟ ✞☎☎✁✡✂ ✟✄✠✁✝✠

✡☎✝✁✞✝ ✆✆✡✁✞✝ ✝✂✡✁✄✆ �✡✡✁✂✠ ☎✄✞✟✁✝✝

✆✂�✁�� ✞✡✠✁�� ✂✞✁✟✟ ☎☎✠✡✁✄✟

�✠✝✁✝✆ ✟✄✄✁✞☎ ☎✠✂✄✁�✄

☎☎✝✡✁�✡ ☎✞✞☎✁✟✟

☎�☎✟✁✠✝

3 .6 .4 Set t lem ent

Guidance on tolerable settlements can be found in engineering textbooks, such as Soil

Mechanics in Engineering Pract ice (Terzaghi and Peck), Foundat ion Analysis and Design

(Bowles) and Foundat ion Engineering (Hanson, Peck and Thornburn). As a rule, these

references indicate that a total settlement of 1 inch (25 mm) is acceptable for the majority of

structures, while other structures can tolerate even greater settlements without distress. On

the other hand, a more restrictive settlement criterion can be necessary based on the needs

of a specific structure. Current engineering practice is often based on an allowable total

DRAFT 3 6 of 4 5



settlement of 1 inch (25 mm) with the objective of controlling the differential settlements to 3/4 inch (19 mm) or less.

There are two kind of settlements that taken into account : immediate settlement which take

places during 0 – 14 days after the load of structure being applied due to the shear distortion,

and long term settlement, also known as consolidation settlement which take a long time to

occur. The third kind of settlement, secondary settlement, usually considered negligible and

not significant. On this analyses, we are going to calculate the maximum load that make the

foundations settled at 1 inch.

Immediate settlement caused by distorsion of soil due to load and occur immediately after

load being applied till 7 days afterward.

E

IqBISi �✁

✂

Where :

q = P / A = total applied load from upper structure

B = width of foundation base

I0 = influence factor due to the depth of embedment

I1 = influence factor due to the dimension of the base

E = soil modulus elasticity

The results of 1 inch settlement due to maximum load are presented below. Hence, for the

safety of design, we recommend to use the lower value, which is the allowable bearing

settlement.

3 .7 .4 .1 I m m ediate Set t lem ent

Immediate settlement caused by distorsion of soil due to load and occur immediately after

load being applied till 7 days afterward.

Where :

q = P / A = total applied load from upper structure

B = width of foundation base

I0 = influence factor due to the depth of embedment

I1 = influence factor due to the dimension of the base

E

IqBISi ✄☎

✆

DRAFT 3 7 of 4 5



E = soil modulus elasticity

Figure 3 - 9 I m m ediate set t lem ent curve.

The results of 1 inch settlement due to maximum load are presented below. Hence, for the

safety of design, we recommend to use the lower value, which is the allowable bearing

settlement.

Table 3 - 2 6 Allowable bearing set t lem ent of BH-01.

�✁✂✄☎

✆✝✞✟✠✡☛ ☞✌✞✍☛✟✎✏✌✍ ✆✎✠✏✑✑✡☛ ☞✌✞✍☛✟✎✏✌✍

☞✌✞✍☛✟✎✏✌✍ ✆✏✒✡ ✓✟✔ ✕✌✟☛ ☞✌✞✍☛✟✎✏✌✍ ✆✏✒✡ ✓✟✔ ✕✌✟☛

� ✖✗✘ ✕ ✖✗✘ ✖✙✚✘ � ✖✗✘ ✖✙✚✘

✛✜✢✢ ✛✜✢✢ ✣✤✢✜✢✢ ✛✜✢✢ ✤✛✥✜✢✢

✛✜✦✢ ✛✜✦✢ ✛✢✣✢✜✢✢ ✛✜✦✢ ✤✦✦✜✢✢

✥✜✢✢ ✥✜✢✢ ✛✧✣✢✜✢✢ ✥✜✢✢ ✤★✢✜✢✢

✥✜✦✢ ✥✜✦✢ ✛✩✧✢✜✢✢ ✥✜✦✢ ✧✛✦✜✢✢

✤✜✢✢ ✤✜✢✢ ✥✥✛✢✜✢✢ ✤✜✢✢ ✧✧✢✜✢✢


�✁✂✄✪

✆✝✞✟✠✡☛ ☞✌✞✍☛✟✎✏✌✍ ✆✎✠✏✑✑✡☛ ☞✌✞✍☛✟✎✏✌✍

☞✌✞✍☛✟✎✏✌✍ ✆✏✒✡ ✓✟✔ ✕✌✟☛ ☞✌✞✍☛✟✎✏✌✍ ✆✏✒✡ ✓✟✔ ✕✌✟☛

� ✖✗✘ ✕ ✖✗✘ ✖✙✚✘ � ✖✗✘ ✖✙✚✘

✛✜✢✢ ✛✜✢✢ ✥✫✦✜✢✢ ✛✜✢✢ ✛✦✢✜✢✢

✛✜✦✢ ✛✜✦✢ ✧✢✣✜✢✢ ✛✜✦✢ ✛✩✥✜✢✢

✥✜✢✢ ✥✜✢✢ ✦✩✦✜✢✢ ✥✜✢✢ ✥✛✢✜✢✢

✥✜✦✢ ✥✜✦✢ ✣✣✢✜✢✢ ✥✜✦✢ ✥✤✧✜✢✢

✤✜✢✢ ✤✜✢✢ ★✣✢✜✢✢ ✤✜✢✢ ✥✦✦✜✢✢

DRAFT 3 8 of 4 5




�✁✂✄☎✆✝✞✟✠✡☛ ☞✌✞✍☛✟✎✏✌✍ ✆✎✠✏✑✑✡☛ ☞✌✞✍☛✟✎✏✌✍

☞✌✞✍☛✟✎✏✌✍ ✆✏✒✡ ✓✟✔ ✕✌✟☛ ☞✌✞✍☛✟✎✏✌✍ ✆✏✒✡ ✓✟✔ ✕✌✟☛� ✖✗✘ ✕ ✖✗✘ ✖✙✚✘ � ✖✗✘ ✖✙✚✘✛✜✢✢ ✛✜✢✢ ✣✢✢✜✢✢ ✛✜✢✢ ✤✣✥✜✢✢✛✜✦✢ ✛✜✦✢ ✥✧✢✜✢✢ ✛✜✦✢ ★✢✧✜✢✢✤✜✢✢ ✤✜✢✢ ✛✛✩✢✜✢✢ ✤✜✢✢ ★★✥✜✢✢✤✜✦✢ ✤✜✦✢ ✛✦✢✢✜✢✢ ✤✜✦✢ ★✣✦✜✢✢★✜✢✢ ★✜✢✢ ✛✥✢✢✜✢✢ ★✜✢✢ ★✥✥✜✢✢

3 .6 .5 Slope Stability

For open cut excavation requirements, we also provide the calculation of slope stability with

various depth and various slope inclination.

The recommendation of minimum safety factor adopted from JM Duncan and AL Buchignani

(UC Berkeley, 1974) are as follows:

❚✪❡ ❝❛❧❝✫❧❛✬✐✭♥ ✭♦ s❧✭✮❡ s✬❛✯✐❧✐✬✰ s❛♦❡✬✰ ♦❛❝✬✭✱ ✐s ❛s ♦✭❧❧✭✲s ✿

✳ ✴✵✶✷

✸✹✺

✻✼✽ ✾❀✾❁✾

❂❂ ❃❄❅❆❇❈❉❊❃❄❅❇

❈❉❊

❆ur

H

cSF

❲✪❡✱❡ ✿

❋ ● s❧✭✮❡ ✐♥❝❧✐♥❛✬✐✭♥ ✭♦ ❡①❝❛✈❛✬✐✭♥

❝❍ ● s✭✐❧ ❝✭✪❡s✐✭♥

■ ● s✭✐❧ ✫♥✐✬ ✲❡✐❏✪✬

❑ ● ❞❡✮✬✪ ✭♦ ❡①❝❛✈❛✬✐✭♥

▲▼◆❖❖ P◆◗❘❙❯ ◆ ❱❳ ❨❩❙ ❬❭❪❨ ❭❳ ◗❙❫◆❴◗▼❙❵❨ ❙❜❢◆❖ ❨❭ ❬❭❵❪❨◗❢❬❨❴❭❵ ❬❭❪❨❣ ❱❳ ❨❩❙◗❙ ◆◗❙ ❵❭ ◗❴❪❤❪ ❭❳ ❪❨◗❢❬❨❢◗❙❪ ◆❵❥ ❩❢▼◆❵ ❖❴❳❙

❦ ◆ ❱❳ ❨❩❙ ❬❭❪❨ ❭❳ ◗❙❫◆❴◗▼❙❵❨ ❖◆◗❘❙◗ ❨❩◆❵ ❬❭❵❪❨◗❢❬❨❴❭❵ ❬❭❪❨❣ ❱❳ ❨❩❙◗❙ ◆◗❙ ◗❴❪❤❪ ❭❳ ❪❨◗❢❬❨❢◗❙❪ ◆❵❥ ❩❢▼◆❵ ❖❴❳❙

❯♠❦♣ ❯♠♣q

❯♠♣q ❦♠qq

rt✉✇②②t③④⑤⑥⑦✇③ ✇⑧ ⑨⑦③⑦②⑩② ❶⑤✉⑥✇❷ ✇⑧ ❸⑤⑧t⑥❹

❺❭ ❻❭❪❨ ◆❵❥ ❬❭❵❪❙❜❢❙❵❬❙❪ ❭❳ ❪❖❭❫❙ ❳◆❴❖❢◗❙❼❵❬❙◗❨◆❴❵❨❴❙❪ ❭❳ ❽◗❙❥❴❬❨❴❵❘

▲❭❴❖ ▲❨◗❙❵❘❨❩

DRAFT 3 9 of 4 5



r✉ ❂ ❯ ✴ ❲ s�✁ ✂ ❂ r✄t☎♦ ♦✆ ♣♦r� ✇✄t�r ♣r�ss✝r� ✇☎t✞ ✇�☎❣✞t ♦✆ s♦☎✟

❯ ❂ ✠✡ ❍✡ ❂ ♣♦r� ✇✄t�r ♣r�ss✝r�

✠✡ ❂ ✾☛✽✶ ❦☞✴✌✸ ✇✄t�r ✝✍☎t ✇�☎❣✞t

❍✡ ❂ ✞�☎❣✞t ♦✆ ❣r♦✝✍✎ ✇✄t�r ✟�❧�✟

❲ ❂ ✇�☎❣✞t ♦✆ s♦☎✟

Following tables show the safety factor of each borehole location regarding to the degree of

slope inclination.

Table 3 - 2 9 Safety factor for 75 degrees inclinat ion.

Depth SAFETY FACTOR FOR 7 5 DEGREES I NCLI NATI ON

( m ) BH- 0 1 BH- 0 2 BH- 0 3

1.00 3.43 0.80 2.26

2.00 1.90 0.55 1.34

3.00 1.51 0.76 0.92

4.00 1.22 1.35 0.80

5.00 0.66 1.34 0.82

6.00 0.86 1.16 1.01

7.00 1.08 1.76 1.20

8.00 1.12 1.57 1.20

9.00 1.14 1.33 1.14

10.00 0.87 1.22 0.95



( m ) BH- 0 1 BH- 0 2 BH- 0 3

1.00 3.74 0.96 2.37

2.00 1.98 0.75 1.30

3.00 1.52 0.86 0.83

4.00 1.18 1.37 0.68

5.00 0.52 1.41 0.70

6.00 0.76 1.25 0.91

7.00 1.02 1.77 1.13

8.00 1.07 1.61 1.12

9.00 1.09 1.39 1.05

10.00 0.78 1.29 0.83

DRAFT 4 0 of 4 5





( m ) BH- 0 1 BH- 0 2 BH- 0 3

1.00 4.18 0.99 2.85

2.00 2.41 0.57 1.78

3.00 1.96 1.02 1.31

4.00 1.65 2.04 1.16

5.00 0.99 1.96 1.18

6.00 1.23 1.65 1.42

7.00 1.47 2.68 1.64

8.00 1.53 2.36 1.65

9.00 1.55 1.95 1.58

10.00 1.23 1.77 1.36



( m ) BH- 0 1 BH- 0 2 BH- 0 3

1.00 6.20 1.41 3.80

2.00 3.15 1.17 1.95

3.00 2.36 1.23 1.13

4.00 1.66 1.82 0.87

5.00 0.59 1.91 0.91

6.00 0.99 1.73 1.25

7.00 1.46 2.32 1.63

8.00 1.56 2.14 1.61

9.00 1.59 1.87 1.49

10.00 1.06 1.77 1.10



( m ) BH- 0 1 BH- 0 2 BH- 0 3

1.00 7.51 2.84 5.24

2.00 4.46 2.42 3.39

3.00 3.67 2.43 2.57

4.00 3.15 3.45 2.31

5.00 2.01 3.66 2.35

6.00 2.42 3.36 2.79

7.00 2.83 4.38 3.16

8.00 2.93 4.07 3.19

9.00 2.96 3.59 3.07

10.00 2.42 3.41 2.68

DRAFT 4 1 of 4 5



3 .6 .6 Liquefact ion

Liquefaction usually occur at soil layers with these criteria :

� Saturated fine sand layer with no cohesion

� Saturated cohesive layer with LL < 35 % and clay content below 15%.

Since the soil classification at Gas Fired Power Plant 275 MW Riau area is consist of Clay and

Silty Clay soil type with LL = 44.00 – 84.79%, we can conclude that liquefaction will not occur

at GFPP 275 MW Riau area.

DRAFT 4 2 of 4 5



4 . Com parison to Locat ion Alternat ive 1 Comparing the soil investigation results recently at Alternative-2 (Alt-2) area to soil

investigation results conducted earlier which located at Alternative-1 (Alt-1) (studied on April

2016), we came into conclusions as follow:

4 .1 Soil Type and Strat ificat ion

At Alt-2 location, the soil types are dominated by Silt (50% average), follow by Clay (25%

average) and Sand (25% average), which can be named as Clayey Silt with Sand. These soil

types are consistent until depth of boring termination (30 meters).

At Alt-1 location, the same types of soil (Clayey Silt with Sand ) also found at the top layer

with thickness of 8 – 14 meter. Below Clayey Silt with Sand layer, we found medium to very

dense sand layer until depth of boring termination (24 - 26 meters). While at Alt-2 location,

no sand layer was found until termination depth.

4 .2 Soil Plast icity Behaviour

Clayey Silt with Sand soil type at Alt-2 location can be categorized as medium to very high

plasticity behaviour, with LL = 47.56 – 84.76% and PI = 29.42 – 59.91%. The Clayey Silt

with Sand soil type at Alt-1 location also showed the same behaviour, with LL = 69.52 –

108.20% and PI = 39.30 – 80.61%, slightly higher than Alt-2 location.

4 .3 Soil St rength and St ifness

At Alt-2 location, we already found firm to stiff soil at surface layer (N-SPT = 7 – 20), and the

strength and stiffness of soil are increasing with depth. The only exception is at BH-02 area,

where soft soil layer (N-SPT = 2) with thickness of 2 meter was found.

At Alt-1 location, the soil showed the same tendency, the strength and stiffness are increasing

with depth. Soft soil layer as at BH-02 area Alt-2 location was found with thickness of 5 – 7

m.

To summarize, both Alt-2 and Alt-1 location has the same type of soil. The differences are

the soil at Alt-1 location has thicker soft layer (5 – 7 meters) and underlaid by medium to

very dense sand layer. While at Alt-2 location, the soft soil is much thinner (2 meters) and no

sand layer was found until the termination of boring depth.

DRAFT 4 3 of 4 5



5 . Conclusion and Recom m endat ion

Based on geotechnical drilling had been conducted we might conclude the stratigraphy of the

soil layer in investigation area by as follows:

� Top Soil consists of clayey SILT layer with thickness approximately 0.4 – 1.2 m and locally

up to 5.6 m.

� Silty CLAY, is a soil layer underlying top soil layer with thickness approximately 0.6 – 2.85

m.

� CLAY layer, the lower most layer up to end of drilling depth, approximately 24 – 29 m

thick relative to the end of drilling depth.

From geoelectrical survey, based on the resistivity range, we interpret the discontinuity that

might reflect the soil layer boundary in subsurface by as follows:

� 1st layer with resistivity value ranging from 2100 – 2938 ohm m, with thickness ranging

from 0.64 up to 1.53 m. This layer interpreted as top soil cover.

� 2nd layer with rasistivity value ranging from 504 – 784 ohm m, with thickness ranging

from 2.7 up to 4.39. This 2nd layer interpreted as silty Clay unit.

� 3rd layer with resistivity value ranging from 8.7 up to 13 ohm m, with thickness ranging

from 27.63 m up to 30 m. This layer interpreted as Clay unit.

� 4th layer with resistivity value ranging from 53 up to 79 ohm m, with thickness

approximately more than 66 m. this layer is underlie below drilling depth and interpreted

as clayey SAND unit.

Geotechnical analysis is undertaken to understand the geotechnical aspect of investigation

area in terms of the bearing capacity of subsurface material regarding to shallow and deep

foundation, the settlement analysis, slope stability assesment during construction work, and

liquefaction potential.

Detail design parameters from geotechnical aspect that had been deduced from geotechnical

analysis can be seen in table 3.11 to 3.13.

The bearing capacity of soil for shallow foundat ion at BH- 0 1 location is summarized as

follows (the detailed result can be seen in table 3.14):

� For 1 x 1 m, 1.5 x 1.5 m, 2 x 2 m, 2.5 x 2.5 m, and 3 x 3 m of squarred foundat ion

allowable bearing capacity to support load to the ground of 1 m depth of foundation

respectivley are 478.8 kN (47,8 ton), 889.38 kN (88.9 ton), 1386.64 kN (138.6 ton),

1996.85 kN (199.6 ton), and 2719.78 kN (271.9 ton).



respectivley are 478.80 kN (47.8 ton), 969.57 kN (96.9 ton), 1583.03 kN (158.3 ton),

2229.70 kN (229.9 ton), 2989.31 kN (298.9 ton).

� For 1 m, 1.5 m, 2 m, 2.5 m, and 3 m of stripped foundat ion allowable bearing capacity

to support load to the ground of 1 m depth of foundation respectivley are 478.80 kN

(47.8 ton), 592.92 kN (59.9 ton), 693.32 kN (69.3 ton), 798.74 kN (79.8 ton), 906.59

kN (90.6 ton).




kN (99.6 ton).

DRAFT 4 4 of 4 5







respectivley are 53.20 kN (5,3 ton), 98.82 kN (9.8 ton), 154.07 kN (15.4 ton), 221.87

kN (22.1 ton), and 302.20 kN (30.2 ton).



respectivley are 53.20 kN (5.3 ton), 107.73 kN (10.7 ton), 175.89 kN (17.5 ton), 247.74

kN (24.7 ton), 332.15 kN (33.2 ton).


to support load to the ground of 1 m depth of foundation respectivley are 53.20 kN (5.3

ton), 65.88 kN (6.5 ton), 77.04 kN (7.7 ton), 88.75 kN (8.8 ton), 100.73 kN (10.1 ton).


to support load to the ground of 2 m depth of foundation respectivley are 53.20 kN (5.3

ton), 71.82 kN (7.1 ton), 87.95 kN (8.7 ton), 99.10 kN (9.9 ton), 110.72 kN (11.1 ton).





respectivley are 266.00 kN (26,6 ton), 494.10kN (49.4 ton), 770.36 kN (77 ton), 1109.36

kN (110.9 ton), and 1510.99 kN (30.2 ton).



respectivley are 266.00 kN (26.6 ton), 538.65 kN (53.8 ton), 879.46 kN (87.9 ton),

1238.72 kN (12.3 ton), 1660.73 kN (16.6 ton).




kN (50.3 ton).




kN (55.3 ton).

For deep foundation we provided two bearing capacity of soil regarding to the foundation type

both bored pile and driven pile type. In addition to driven pile we also provided the bearing

capacity with pre-boring and without pre-boring. All the bearing capacity had been calculated

with respect to depth and the diameter of pile collumn. The detail bearing capacity of deep

foundation can be seen in section 3.6.3.

One of the purpose of slope stability analysis is to provide the factor of safety of the slope.

We have provided the factor of safety for the slope with respect to the slope angle (inclination)

for artificial slope during construction and excavation. For this stage, every selected slope

angle with factor of safety can be seen in section 3.6.5 with different factor of safety

determination is provided with respect to the depth of excavation during construction work.

In particular the detailed factor of safety for given slope inclination can be seen in table 3.29

to table 3.33.

DRAFT 4 5 of 4 5



Since the soil layer and lithology unit predominantly consists of cohesive soil layer of Silt and

Clay, therefore the potential of soil liquefaction relatively very low. As mentioned at the begin-

ing of section 3.6.6, the criteria for soil material that might undergoing liquefaction are for

non-cohessive and cohessive soil with liquid limit (LL) <35%, while based on laboratory data

the liquid limit of soil properties in investigation area is > 35% (47.56 – 84.76%), therefore

we assume the liquefaction will probably not occurred.

To get a ballace quatity/volume of cut/fill works, it’s recommended the design level at 28.05

m. Quantity of Cut/Fill are 165778.75/165343.39 M3, withremaining cut material are 435.35

M3.

APPENDIX A

Topography Map